Item No 9 - Report of Perliminary Geotechnical Exploration-OCR

MACTEC
April 2005
Mr Chuck Staries Member
Wesi End LLC
P.O Box 471721
Charlotte North Carol ma 28247
Subject Report
of Preliminary Geotechnical Exploration
Proposed West Eiid Development
West Morehead Street
Charlotte North Carolina
MACTEC Project No 6228-05-2694
Dear Mr Starnes
As authorized by your acceptance of our Proposal dated April 112005 MJ\CTEC Engineering and
Consulting Inc MACTEC has completed subsurface exploration for the subject projeeL
The
purpose of this exploration was to determine excavation conditions across the site This report
describes the work performed and presents the results obtained along with our geoteclinical
evaluation and recomiiiendations
Site and Projeci Information
MACFEC recently completed an Environmental Assessment at tile subject site in Uptown
Charlotte North Carolina The results of the work identified shallow bedrock in tile northeastern
portion of tile site We drilled borings to obtain additional information on the depth to rock in this
area of the site We understand that two to three story stickbuilt condominiums are planned for
the property Up to about 20 feet of cut is proposed for tlie southern most portion of the properly
No finalized design information was provided
The above project information was obtained in telephone conversations between you and our Mr
Rob Foster our previous Environmental site work Tax Map and site observations by our field
personnel
2801 Yorkmond Rd Suite 100 CharLotte NC 28208
Report of Geotechkal Evplorulion West End Deie/opmenl April 18 2105
MACTEC Project No 6228-i5 -2694
Field Exploralion
Thirteen soil test borings were drilled at the locations shown on
the attached Boring Location Plan
in addition boring 15506 was drilled during the environmental portion of the site exploration The
soil test boring locations wei-e selected by MACTEC and were located in the field by our Mr Rob
Foster from map-scaled distances using tape and estimated right angles Ground surface
elevations were estimated from the Tax Map
The borings were made by mechanically twisting continuous flight steel attger into the soil Soil
sampling aiid penciration testing were performed in general accordance with ASTM 1586 At
regular intervals soil samples were obtained with standard .4inch 1.D 2inch O.D.split-tube
sampler The sampler was first seated inches to penetrate any loose cuttings and then driven an
additional 12 inches with blows of 140pound hammer falling 30 inches The number of hammer
blows required to drive the sanipier the fiiial 12 inches was recorded and is designated the
pcnetration resistance The penetration resistance when properly evaluated is an index to the
soils strength and foundation supporting capability
Representative portions of the soil samples thus obtained were placed in glass jars and transported
to the laboratory In the laboratory the samples were examined by geotechnical engineer to
verify the drillers field classifications Test Boring Records are attached showing the soil
descriptions and penetration resistances
Area Geology
The project site is located in the Piedmont JThysiographic Province an area underlain by ancient
igneous and metamorphic rocks The virgin soils encountered ill this area are the residual product of
inplace chemical weathering oirock which was similar to the rock presently undei-lying
the site in
areas not altered by erosion or disturbed by the activities of man the typical residual soil profile
consists of clavey 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 partial1y weathered rock is noimally 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
Report of Geviechnical E.rploraIio West End Development April 18 20i15
i1jICTEC Projeci iVo 6228-115-2694
hard rock is quite irregular and erratic even over short horizontal distances Also it is not unusual to
find lenses and boulders of hard rock
and zones of partially weathered rock within the
soil mantle
well above the general bedrock level
Subsurface Conditions
Fill material was encountered in B-5 B-6 B-S B-10 B-I and B-13 to depths ranging
from to
12 feet below ground level The sampled fill material was variable and consisted of sandy clavey
silts sandy silts and silty sands The standard penetration resistance values ranged from 14 blows
per foot to 50/4 in the fill Some of the sampled fill contained asphalt brick pieces and rock
fragments
Residual soils were encountered below the fill in the above borings and below the ground surface
in the remaining borings
These sampled residual soils generally consisted of stiff to hard sandy
clavey silts and sandy silts and firm to very dense silty sands The standard penetration resistances
in these residual soils ranged from 11 to 79 blows per foot The soils contained variable amount
of mica particles
Residual material hard enough to be designated partially weathered rock N1 00 blows per foot or
better was encountered in B-3 B4 B-5 B-6 B7 B-9 and B13 underlying the residual
material and extending to boring termination depth The depth to the top of the partially
weathered rock ranged from 1.5 to 24.5 feet below the ground surface The partially weathered
rock was sampled as sandy silts and silty sand
Auger refusal was encountered in borings B-lthrotigh B-9 at depths ranging
from 4.3 to 21 feet
Refusal may result from boulders lenses ledges or layers or relatively hard rock underlain by
partially weathered rock or residual soil refusal may also represent the surface of relatively
continuous bedrock Core drilling procedures are required to penetrate refusal materials and
determine their character and continuity Core drilling was beyond the SCO oftliis exploration
Groundwater was not encountered in the borings at the time of drilling
Report Geoleclmcttl Expim-aliwi Jlesf End Deehipment April 18 2015
MA dEC Irltject Vo 6228-05-2694
Groundwater levels may Iluctuate several feet with seasonal and rainfall variations Normally the
highest groundwater levels occur in late winter and spring aid the lowest levels occur in late
summer and fall Perched water trapped over shallow dense soils or partially weathered rock may
be present during welter times of the year
The above descriptions provide general sumniaiy of the subsurface conditions encountered The
attached Test Boring Records contain detailed information recorded at each boring location These
Test Boring Records represent our interprelal ion of the field logs based on engineering examination of
the held samples The hues designating the interiiices between various strata represent approximate
boundaries and Ihe transition between strata may be gradual
Preliminary Geotechnical Evaluation and Recommendations
Excavation
Although final design grades
are not available we understand that cuts of up to 20 feet are planned in
the vicinity of borings B-JO through B-li The soils encountered by these borings to the termination
depths of 25 feet should he excavatable with standard earthwork equipment The very dense soil
partially weathered rock and refusal materials encountered in the other borings will present difficulty
in excavating during construction Heavy exºavating equipment with ripping tools would be
required to remove dense soils and partially weathered rock material Blasting would probably be
necessary to remove material below the typical shallow refusal depths in borings BI through B-9
Gi-oundwater
The borings did not encounter groundwater at the time of drilling within the expected shallow
construction depths However the contractor should he prepared to promptly remove mv surface
water or groundwater from the construction area This has been done effectively on past jobs by
means of gravity ditches and pumping from filtered sunips
Report of Geotechnica Exploration West End eve opnient April 18 2005
j1JA CTEC Iroject No 6228-05.2694
Eniiineered Fill
Any fill used for raising site grade or for replacement of material that is undercut should be uniformly
compacted in thin lifts to at least 95 percent of the standard Proctor maximum dry densit
ASTM 698 In addition at least the upper 18 inches of subgrade fill beneath pavements and floor
slabs and 24 inches below pavements subject to truck traffic should be compacted to 100 percent of
the same specification Specific pavement or floor slab designs may require further compaction In
cut areas of the site undisturbed low-plasticity residual soils should provide adequate floor slab
5UP101 after proolrolling
Although we have riot performed any laboratory classification or compaction testing based on our
visual examination and experience with similar type soils on-site lowplasticity residual soil appears
to be suitable for use as
structural fill after moisture adjustment as required In general soils
containing more than percent by weight fibrous organic materials or having Plasticity Index P1
greater than 30 less than 15 is preferable should not be used for fill Existing site fill soils that do
not contain debris materials would be suitable for use as
structural fill
Before filling operations begin representative samples of the proposed fill material should be
collected and tested to detennine the compaction and classification characteristics The maximum
dr density and optimum moisture content should be determined Once compaction begins
sufficient number of density tests should he performed by an experienced engineering technician
working under the direct supervision of the geotechnical engineer
to measure the degree of
compaction being obtained
The edge of the stnictural fill should extend horizontally beyond the outside edge of the building
foundations at least 10 It ora distance equivalent to one-third the height of fill to he placed
whichever is greater before sloping The outer edge of fill should le at least fl beyond pavedareas
We have not performed any laborator triaxial shear tests Ibr slope stability calculations but our
experience suggests
that permanent cut and fill slopes placed on suitable foundation should be
constructed at 21 horizontal to vertical and 2.51 respectively or
flatter Fill slopes should he
adequately compacted Cut and fill slope surfaces should be protected from erosion by grassing or
other means permanent slopes of 31 or flatter may be desirable for niowiug
Jepon of Geoteclinicu Exploration West End DeEelopnwzll April 18 2005
11fACTEC Project No 6223-115-2694
The surface of compacted subgrade soils can deteriorate and Jose its support capabilities when
exposed to environinenlal changes and construction activity Deterioration can occur in the form of
freezing fbrrnation of erosion gullies extreme drying exposure for long period
of time or rutting
by construction traffic We recommend that the surfaces of floor slab and pavement subgrades that
have deteriorated or softened be proofrohled scarified and recompacted and additional fill placed if
necessary immediately prior to construction of the floor slab or pavement Additionally any
excavations through the subgrade soils such as utility trenches should be properly hackfilled in
compacted lifts Recompaction of subgrade surfaces and compaction of backfill should be checked
with sufficient number oldensity tests to determine if adequate compaction is being achieved
Qualification of Report
Our evaluation of foundation support conditions for this preliminary geotechnical exploration has
been based on our understanding of the project and site information and the data obtained in our
exploration The general subsurface conditions utilized in our evaluation
of foundations are based on
interpolation of subsurface data between the widely spaced borings ln evaluating the boring data
obtained in this prehiiiimary geotechnical exploration we have examined previous correlations
between penetration resistances and foundation bearing pressures
observed in soil conditions similar
to those at your site
Since this preliminary exploration provides
only general soil conditions over the subject site
additional subsurfiice exploration more borings and/or test pits further engineering evaluation and
laboratory testing will be required for final foundation design and for determining more specific site
preparation procedures The final exploration should he performed after the locations configurations
loading conditions and finished floor elevations have been finalized The assessment of site
environmental conditions or the presence of pollutants in the soil rock and ground water of the site
was beyond the scope of this exploration
ReporlafGeoIeclmicnl Exploralion West End JkvLiopmet 11pri 18 2005
AlA CTEC Project No 6228-05-2694
Closing
Thank you for the opportunity to provide our professional geotechnical services during 1lis phase of
your project Please contact us when we can be of further service or
if you have any questions
concerning this report
Sincerely
MACTEC ENGINEERING AND CONSULTING INC
Stacie Mitchell E.I.T Mel rowning P.E
Engineer In lraJJliIg Principal Geotechnical Engineer
Registered NC 8696
SEM/MYBcvh With P.joc
Attachments
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EXPLANATION
APPROXIMATE LOCATION OF
SOIL TEST BORING
APPROXIMATE LOCATION OF
ENViRONMENTAL BORING
MACTEC
.1
i01325501
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REF 2002 AERIAL PHOTOGRAPH OF MECKLENBURG COUNTY NC POLARIS PROPERTY OWNERSHIP LAND RECORDS INFORMA11ON SYSTEM
BORING LOCA11ON PLAN
PROPOSED WEST END PROJECT
SILTS AND CLAYS
Liquid limit GREATER than 50
Silty gravels gravel
sand silt mixtures
Claycy gravels
gravel sand clay
mixtures
Well graded sands well graded sands with
gravel
Poorly graded sands poorly graded sands
with gravel
Inorganic silts sandy or claycy silts vvith
low plasticity
GROMAJORl1VISIONSMB UP TYPICAL NAMESOLS
GRAVELS
More thuti 50%ot
coarse linelioitLARGERthan the
No sieve size
Cl jEAN
GRAVELS
Little or no lines
3W Well graded gravels gravel
sand
mixtures little or no lines
S.-
ARSE
INED
LS
tan 50%ol
crial is
than No
eve size
Uiidistuibed Sample
fl\GRAVELS
WITh FINES
Appreciable
amount of fines
Poorly giaded gravels
or gravel sand
nixlure little or no lines
OlvI
Rock Core
CLEAN
SANDS
Little or no lines
igs
pie
SANDS
More ilin 50%of
coarse fraction is
SMALLER Ihapi
the No Sieve
Size
Dilatometer
SP
Packer
Ier
SAN DS
WITH FINES
Appreciable
amount of fines
SM
Pressure Meter
Silty sands
Water Table at lime of drillin
SC
No Recovery
Clayey sands
SILTS AND CLAYS
iquid limit LESS than 50
ML
ter Table aler 24 hours
INE
JNEL
OILS
than 50i4
ni
terial Is
LliR than
sieve size
itt of Ilammt.
OL
MIt
Organic silts and organic silty clays of low
plasticity
CL Inorganic clays
of low plasticity
SAND GRAVEL CLAY
of Blows Relative lJensily iB\vscOttellcy
Correlation of Penetration Resistance
with Relative Densily and Consistency
lnoiganie silts elastic silts
0-4
5-10
OIl
inorganic clays oIhigh plasticity fat clays
II 20
Very Loose
Loose
0-1
21-30
CORED ROCK
RK Rock
Firni
Organic clays of high plasticity organic
silts
31-50
2-4
Very Finii
Very Soft
5-8
Over 50
9-15
oil
Firm
Dense 30
Very Dense
aJDARY CLASS1f1CATION Soils possessing characteristics of two groUps are designated by
combinations of group symbols
SAND GRAVEL
SILT OR CLAY Cobbles Bouldersi
Fine Medium Course Fine Coarse
Over 31
Stiff
Very 4JIL
I-lard
No.200 No.40 No.11 No.4 3/4W 12
U.S STANDARD SIEVE SIZE
fence Classification of Soils fbI Engineering Purposes Unified Soil Classification System
2487 and/or Description and Identi hlcatioti of Soils Visual-Manual Procedure
KEYTO SYMBOLS AND
DESCRIPTiONS
MACTEC
SOIL CLASS1F1C ilON SAMPL FL %NM%LL%
AND REMARKS N-COUNT FINES
SEE KEY SYMBOL SHEET FOR EXPLANATION
OF ft SPT bpl
SYMBOLS ANDABBREVIATIONS BELOW ifi 10 20 31 41 50 60 70 80 90 100
-690.0-FILL Tan Black
Sandy SILT wttn Roots CII I-eel
551 4-812
FILL Red Sandy SiLT with Brick Chunks
SS-2 6-15-31 46
PARTIALLY WEATHEREI ROCK No SampleecoveI -680
Aucer Refusal and Boring Termrnaled at 4.5 Ft
NoGround Water Encountered at Time of Boring
10 6S0.0
15 -675.0-
20 -6700-120
23 -665.0-..S.5 25
31 -660.0 30
________________________6550
-650.0-_________
tO 20 30 40 50 60 70 81 91 100
DRILLER McCall ...
FQUIPMFNT SOIL TEST BOEING 1ECORJ
METHOD Hu1Io tcm AuL..r ____________________________________________________________________________1PROJECT West End
CHECKED BY LOCATION
REMARKS PROJECT NO 6228-05-2694
______________________________________DRILLED March 21 2005
THIS RECORI IS REASONABLE INTERPRETA1JON BORING NO 15506 PAGE OF
AX 1T1Wfl Ti A\
20
.c
30
35
40
DRrLLER McCall
EQUIPMENTMETHOD HoI1ow-iem Auuei
IIOLEDIA
PREPARED BY
CHECKED BY
REMARKS
THIS RECORD 15 REASONABLEINTERPREThTION
nra tinkle r-rrirnn tn crc kin flitfltfl
SOIL CLASSJFIC fION
AND REMARKS
SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOWRESHVeryDense Tan l3ro Slightly
Mic.oceous Silty Fine to Medium SAND
I-i
10
15
RESIDUUM-VeTy LJense inn Wown nghtlykAIh
SS-
Auger Refusal and Boring Terminated at 4.5 Ft
No Ground Water
Encountered at Time of Bormg
SS-2
6910-
-6146.0-
681.0
676.0-
-671.0-
666.0
-661.0-
656.0
SAIvIIPIi PL 4%NM LL________e-----
N-COUNT FINES Si
SPTbpt--
10 20 34 40 50 64 70 140 90 100
l82-0
35_0/5i _________________via
to
15
20
-Ic
10 24 30 40 51 60 70 140 90 100
SOIL TEST BORING RECORD
PROJECT West EndLOCATION
PROJECT NO 6228-05-2694
DRILLED April 12 2005
BORING NO BI
1KA rTrtr
PAGE OF
SOIL CLASSIFIC
iiON
AND REMARKS
SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW
RESWLIIJM Very Dense Orane Ton Broi
Micaceous Silty Fine to Coarse SND
S6
60...
15
20
10 20 30 40 50 60 70 80 90 100
SOIL TEST BORING RECORD
SAMPL PL NM%LL%
N-COUNT FINES%
SPTbpf
11 20 30 40 50 60 70 80 90 100
Auuer Refusal and Boring lesminated at 4.3 FtNoGround Water Encnuntced at Time of Boring
8-25-31
20-29-31
11
691.0
SS-2
686.0-
-cgi.0--
676.0
-671.0-
-666.0-
-661.0
656.0-
-651.0
ID
25
30
-t
-J
-i
Di
--40
DJULLER McCl1
EQUIPMENT
METHOD Hollow-stern Auizer
HOLE DIA
PREPARED DY
CHECKED BY
REMARKS
THIS REC0RD IS REASONABLE INTERPRETATION
LIJL IUNOrAT1rmjc AlIfl AT OTt-IcR TTh.APc AAV nIPcPp
PROJECT West End
LOCATION
PROJECT NO 6228-05-2694
DRILLED April 12 2005BORINGNOB-PAGE OFI
11Tuf rrtE
McCall
Hollow-ttem Autzer
SOiL CLASSIF1C-nON
AND REMARKS
SEE KEY SYMBOL SHEET FOR EXPLANATION OFSYOLSANDABBREVIATIONSBELOW
RESIDUUM Very Stiff Ora
Sandy SILT with Claycy Silt
OI
SAMPIJ
N-COUNT
ri
Pt NM LL 1%
FINES
lii SPTbpfj
10 20 30 40 50 60 70 80 90 JOn
5-12-14SS-I
SS-2
SS-3
usal and Borrng Terminated at ôil Ft
Water Encountered at Time of Btnng
11-15-19
50/3
6730
-668.0
till
tI
to
Is
20
30
L35
40
Jot
Is
21
30
35
663.0
-6580-
-653.0-
6480-
-043.0
0-
DRILLER
EQUIPMENT
METHOD
HOLE DIA
PREPARED BY
CHECKED BY
REMARKS
10 20 30 4050 60 70 80 90 100
SOIL TEST BORING RECORD
JThRPTAT1ON
LIJLA IUi SJtSUKFACE CON1YFHJNS3cTD-FflER-rATim1 AkIF\4TCTLrC TJ.imc t.4AV ri11pr1
PROJECT West End
LOCATION
PROJECT NO 6228-05-2694
DRILLED April 12 2005BORINGNOB-3
fiiT AAit PAGE OF
SOIL CLASSIFIC 1iON
AND REMARKS
SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATiONS BELOW
SAMPL
N-COUNT
r4
RESIDUUM Dnsc Tan Silty Fine to MediumSAND
PARTIALLY WEATHERED ROCE Sampled ac
Tan Silty Fine to Medium SAND
Auner Refusat and I3orine Terminated at lOFt
No Ground Water Encountered at Time of Bonng
PL NM LL
FINES
SPT hpf
1020 30 40 50 60 70 80 90 100
SSI 20-50/3
It
Gi
10
i5J
20
25
30j
35
40
DRILLER
EQUIPMENT
METHOD
HOLE DIA
PREIAREI BY
CHECKED BY
REMARKS
-695.0-
690.0
-685.0-
-680.0-
675.0-
670.0
665.0-
10
15
120
25
30
35
McCall
IiolIowstem AUer
SOIL JESi BORiNG RECORD
10 20 30 40 50 60 70 II 90 100
THIS RECORD IS R.EASONABL INTERPRETATION
JLnI tjU/J LONDI 110 FrFFjEiCATiri\ic ATSTr AT TUEt VIiA1C A%ruc-i
PROJECT West End
LOcATION
PROJECT NO 6228-05-2694
DRILLED April 12 20059RINGNOB-4
II if$1 íIA itr
PAGE OF
SOIL CLASSIFIL nON
AND REMARKS
SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW
PARJ JALLY WEAThERED ROCI Sampled as
Tan Sil Fiticlo Coarse SAND with Rock Fragments
Auser ReFusal and Borrng Terminated at 210 FtNoGround Water ncoun1ered as Time of Horin
SAMPI
N.COIJNT
4-
NM%LL%
FILL Brown Silty Fine to Medium SAND with
Claver Silt Pockets and Rock Fnigments
FILL Tan Sil Fine to MediumSANI with Claver
SiR Pockets Rock Frigment Asphalt and Brick
Pieces
FILL OninFe Fine Sandy Clavey SILT with Brick
Pieces
FINES%
CI SPTbpf
10 20 30 40 50 60 70 80 90 100
731
FILL Orange Clavev Jrlne Sandy SILT vith Rock
Fnimenrs
RESIDUUM Very F-inn Tan Silty Fine to MediumSANI
8-14-17
10-12-13
9-9-10
5-9-13
6-10-14
20-50S
I0
Fl
7000-
SS-l
SS-2
695.0-
SS-3
SS-4
-6900-
SS-5
6850-
-680.0-
-675.0
-6700-
665M
10-
15
20
25
30
40
--
100
20
DRILLER McCall
EQUIPMENT
METIIOD Hollo-tem Auger
HOLE DIA
PREPARED BY
CHECKED BY
REMARKS
10 20 30 40 50 60 70 80 90 100
SOIL TEST BOJUN RECORD
1US RECORD 15 REASONABLE 1NTERIRETATION
iJjçj JON UJiSUKi-AUEtrrATir5wcAK1T5TflTUT.I risircc iv I-itiCu
PROJECT West End
LOCATION
PROJECT NO 6228-05-2694
DRILLED April 122005BORINGNOB-S PAGE OF
27 rmtri
SO CLASSIFJC JON
AND REMARKS
SEE KEY SYMBOL SI-WET FOR EXPLANATION
OF
SYKifiOLS ANI AHBREVATIONS BELOW
Ii
It
SAMPU
N-COUNT
FILL Brown Tan Silty Fine Medium SAND with
Rock Fragmerns
RESIDUUM Very Finn Tan Silty Fine to MediumSANDwithCinveySiltScamsPARTIALLYWEATHERED ROCK Sampled asTnSiltyFinetoMediumSANwithClayevSilt
Scams
Ii
10
15
Auaer Ketusal and isonng enninated at I-LNoGround Water Encoumered at Time of Borln2
SS-l
SS-2
10-12-13
1Q-514
PL%NM%LL%
FINES
SPT hpf
II 21 30 40 50 60 70 81 90 100
-690.0-
685.1
675t
-670.0-
-665.0
JO
15
20
-S
30
35
20
25
1-
DRILLER McCall
EQUIPMENT
METHOD t-Iollow-stem Awni
HOLE DIA
PREPARED BY
CHECKED BY
REMARKS
ThiS RECORD IS REASONABLE INTERPRETATION
10 20 30 40 50 60 70 80 90 100
SOIL TEST BORING RECORD
iitii uulOCATIONSANTAT OTHER TIMES MAY DIFFER
PROJECT West End
LOCATION
PROJECT NO 6228-05-2694
DRILLED April 12 2005BORINGNOB-6
Ki1nArTPfl
PAGE OF
SOIL CLASSIFJL JJON
AND REMARKS
SEE KEY SYMBOL SHEET FOR EXPLANATION OFSYMBOLS AND ABBREVIATIONS BELOW it
PLSA1vJP
N-CO1JNTpFr
NM%LL%
FINES 1%
SPT bpf
10 20 31 40 50 60 70 80 90 100
RESIILJIJM Very Stiltir I-lard Oranie Tan Fine
Sand SILT
IARTIALLY WEAThERED ROCK Sumpled as
Lighl Tan Fine Sandy SILT
PARTL4LLY WEATHERED ROCK Sampled asBroTanFineSandySILTwithClaveySiltScams
SS-1
SS-2
SS-3
SS-4
8-10-15
7-11-24
19-5015
30-50/3
Auger Ielusat anU tionng ermrnaled at 10.5 F1NoGround Water Encountered at Time of Boring
6950-
6901
6850
II
10
15
20
31
40
15
30
20680.0-
675.0-
670.0-
665.0-
25
1LLER MeUjU
EQUIPMENTMETHOD Ilollow-stem AuQer
HOLE DIA
PREPARED BY
CHECKED BY
REMARKS
10 20 30 40 50 60 70 80 91 100
SOIL TEST BOIUN RECORD
TI-US RECORD ISA REASONABLE INTERPRETATION
PROJECT West End
LOCATION
PROJECT NO 6228-05-2694
DRILLED April 12 2005BORINGNOB-
II
PAGE OF
LUL
rrA-nrsKc AJn ET Tt-1et Tirit riV niiri
It
SAIvIPI
N-COUNT
-.-c
SOiL CLASSIFIC 1JON
AND REMARKS
SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREViATIONS BELOW It
FILL Bioi Fine Sandy SILT with Rock Fragments
Hard Ian Orange I-me Sandy SILl
sS.1
Auger Rciusal arid L4nrin Terminatdat 5.0 Ft
No Ground Water Encountered at Time of Borms
I3-5W4
10
IS
20
-S
30
35
40
PL NM LL---------------
FINES%
SFThpfl
10 20 30
40 50 60 70 SO 90 100
11
10
_____________15
_____________20
25
30
_________
-6900
-655O
6800-
-6750-
670.0-
-665.0-
McCall
FloIlow-siem Auger
DRILLER
EQUIPMENT
METI-1OD
HOLE DIA
PREPARED BY
CHECKED BY
REMARKS
10 21 30 -10 50 60 70 140 90 100
SOIL TEST BORING RECORD
THIS RECORD IS REASONABLE INTERPRETAI1ON
ij iur
I.1CATtflhS AND ATflTI-1PR 11MFS 7iAY DWFFR
PROJECT West End
LOCATiON
PROJECT Nft 622805-2694
DRILLED April 12 2005BORINGNOE-8
JTæ T1fl
PAGE OF
11
SOIL CLASSJFIC ON
AND REMARKS
SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW
SAMPI
N-COUNT
NM%LL%
RESIDUUM Very Dense lan Silty Fine lo MediumSAND
PARTIALLY WEATIIE REL ROCK Sampled as
an SiI Fine to Medium SAND
FINES
ft SPTbpf
ID 20 30 40 50 60 70 80 90 100
Auger RetiisaI and Bonng Terminated at 5.5 FtNoGround Waler Encounlered at Timc of Banns
SS-
SS-2
26-50/5
5015
II
700.0
695.0-
-690.0-
-685.0
-680 0-
675.0-
670.0
-665.0-
10
-5
20
-Sc
30
35
40
100
10
15
20
25
30
-J
DRiLLER McCall
EQUIPMENT
MEJHOD Hollow-stern Aucer
HOLE DIAL
PREPARED BY
CHECKED BY
10 20 30 40 SI 60 70 80 90 100
THIS RECORD IS REASONABLE INTERJRETATON
SOIL TEST BORING RECORD
wt.A1 ION SUI3SUKECECUNDflffnjpjCiTrTh%TI1TUPD TlT.4IV riwIr
PROJECT West End
LOCATI ON
PROJECT NO 6228-05-2694
DRILLED April 12 2005
BORING NO B-
II 1W if rmrr
PAGE OF
SAMPI PL%SOIL CLASSIHL nON
AND REMARKS
SEE KEY SYMBOL FLEET FOR EXPLANATION OFSYMBOLS AND ABBREVIATIONS BELOW
Still tan Orange line Samly SiLl
with Quartz Fragments
Firm ian Orange Micaceous Ver Silty Fiiit rtt MediumSANEwithQuartzFragments
Boring Tenmnted at 25.4 FtNoGround Water Encounlred at Time of Boring
FILL Bzowit and Oranae hoe to Medium Sandy
Clavey SILT with Rock Fragments
N-COUNT
NM%LL%
FINES 1%
SPT bpt
10 211 30 40 50 611 70 go 90 100
718
15
Still to en Stilt Urown an Orange to Urange lan
Fine Sandy SILT
10
15
20
25
30
teD
35
-J
41
SS-1
SS-2
695.0
SS-3
SS-4
690.0
SS-5
685.0-
SS-6
68o.o
SS-7
8-I 1-7
5-7-ti
5-6-7
6-7-10
4-6-9
10-i I-IS
7.12.14
Very J-trnt Tan 5tty Fine 10 Medium SAND
10
15
20
30
35
26
-670.0-
-665.0-
DRILLER McCall
EQUIPMENT
METHOD I4ilIow-ciem Autier
HOLE 01k
PREPARED BY
CHECKED BY
REMARKS
SOIL TEST I3O1flNG RECORD
10 20 30 40 50 60 71 84 90 100
THIS RECORD IS REASONABLE INTERJRETAflON
--ti-i-Ut UJSi\t..j LUINLlJUNSATtJTflERrtCTlThJ1rlTl-tP1 T1MI MA ft ci
PROJECT West End
LOCATiON
PROJECT NO 6228-05-2694
DRILLED April 12 2005
BORING NO B-IO
Jif/T1A t7
PAGE OFI
SAMPSOIL CLASSIFk FION
AND REMARKS
SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW
PL%NM LL%
FINES
ft SPThpf
10 20 30 40 50 60 70 80 90 100
I4
jt
14
I5
N-COUNT
FILL Brown and Orange Fine to Medium Sandy
SILT with Rock Fragments
FILL Orange Brown Fine in Medium Sndv Claycy
SILT with Rock Fragments
itLiifiLiIjI%i Very StitiBrown Red Orarwe Fine toMediumSandySILTwithClaverSiliPockets
Firm Brown Tan Orange Very Silty Fine to MediumSANDwithQuartzFragments
SS-l
SS-2
SS-3
SS-4
SS-5
SS-fi
SS-7
4-7-S
4-8-1
5-7-9
5-0-8
4-6-9
14-18-22
Firm Orange Tan to Tan Very Silty Fine SAND
Hard Tan Fine South SILT
Boring Terminated at 25.11 FtNoGround Water Eneuiered at Tn-ne of Boring
Pt
7000
6950-
690.0-
685.0
-680.0-
675.0-
670.0-
665.0
tLflfl
Ii-0
10
15
20
-25
30
DRJLLER McCall
EQUIPMENT
METHOD 1loflnw-stem Auger
HOLE DIA
PREPARED BY
CHECKED BY
REMARKS
TFUS RECORD IS REASONABLE INTERPRETATION
10
15
20
30
35
--
10 20 30 40 50 60 80 90 100
SOIL TEST I3ORTNC RECORD
LULA JUN SUBUKFACLLTjN1JjT17fl4frr-Arlrmie -r yrinn -rry.r ij -r rucce
PROJECT West End
LOCATION
PROJECT NO 6228-05-2694
DRiLLED April 12 2005
BORING NO B-li
7/-rn rtT PAGE OF
-i
DRILLER McCall
EQUIPMENTMETHOD IlOl low-stem Auger
HOLE DIA
PREPARED BY
CHECKED BY
THIS RECORD REASONABLE INTERPRETATiON
rsc rtfm--r rrrnn -r-rrc-i.A rMVci
13
13
SAMP
N-COUNT
13
r-i
NM%LL
FINES%
SPTbpf
ID 20 30 40 50 60 70 go 90 100
\I1
I4
-5
Ss-1
SS-2
SS-3
SS-4
SS-5
SS.6
SS-7
Firm Tan Very Silty Fine SAND
4-5-6
4-6-8
7-10-12
11-10-12
5-7-9
6-8-I
5-8-12
SOIL CLASSIFIL flON
AND REMARKS
SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLSAND ABBREVIATIONS BELOW
RESJDIJUM Stiff Orange Red Fine to Medium
Sandy Chivev SILT
Stiff Red Omnee Fine Sand SILT
Ve jdSTLT
10
13
20
23
30
3_S
40
ii
70110
693.0
690.0
6850
6810
675.0--
-670.0-
-665.0-
i.iorrng erminatea al 21NoGround Water Encountered al Time of Boring
22
22
.u
ii
.20
30
SOIL TEST BORiNG RECORD
10 20 30 40 50 60 70 80 90 100
PROJECT West End
LOCATION
PROJECT NO 6228-05-2694
DRILLED April 12 2005
BORING NO 13-12
.1e mEr PAGE OF
II
40
SOIL CLASSIFR FION
AND REMARKS
SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW
FILL Orange and Browit Fine Sandy Claycy SILT
with Rock Foigmenis
RESIDtIUM VervStiff Red Otange Fine Sandy
SILT with ClaveySik Pockets
Very Dense Tan Silty Fine SANI
PARTJALLi vr.ewiIKLIJ4OCK Sampled as
ne Silty I-inc to Mcdtum SAN
Boring Terminated at 24.9 Ft
No Ground Water Encountered at Time of Bormg
DRILLER McCall
EQUIPMENT
METHOD iIoJlnw.rtem Auger
HOLE DIA
PREPARED BY
CHECKED HY
REMAJJcS
TI-uS RECORD IS REASONABLE INTER1RETATION
10 20 30 40 50 60 70 80 90 100
SOIL TEST BORING RECORJ
iflCAT1rArflTflTh T1MFc MAY DIFFFR II Jt/Ti1A flTTr
If
SAMPJ
N-COUNT
iI
PL NM FL 1%
FINES 1%
SPTIbpI
10 20 30 40 50 60 71 80 90 101
Vcrv Firm Tai Oranee Silty Fine to Methurn SAND
with Chivey Silt Pockets
Firm Tan orange Veiy Silt Fine SAND
Very Stiff Brnwii Oran2elan Fine Sandy SILT
1-I
fI
10
15
20
-iç
30
35
SS-I
SS-2
SS-3
SS-4
55-5
SS-6
SS-7
7-32-9
6-7-11
9-9-14
7-6-6
5.11 14
12-29-50
2730-5OI5
/4
23
10
\79
__\.O
____________ ____________________
10
30
3.5
695.0-
-690.0
685.0
680.0
75.0
670.0-
-665.1-
PROJECT West End
LOCATION
PROJECT NO 6228-05-2694
DRILLED April 12 2005
BORING NO B-13 PACE OF