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GEOTECI:tNICAL .INVESTIGA TION
PROPOSED COPPEJ...L ENTRY SIGNS
COPPELL,DALLASCOUNTY,TEXAS
To
TISEO Paving CompaDY
Dallas, Texas ..
By
TEAM Consultants, loc,
Dallls, Texas
Oct.nbel' 2006
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PAGE IBI16
TEA.M Consultants, Inc.
Geotechnical. Environmental, Con.struction Materials Testing
October 18, 2006
TEAM Project No. 0670560
Report No. 1
TISEO Paving Company
P.O. Box 270040
DallM. Texas 75150
Attention: Mr. Lance Smith
GEOTECHNICAL INVESTIGATION
PROPOSED COPPELL ENTRY SIGNS
COPPELL, DALLAS COUNTY, TEXAS
Dear Mr. S.mith:
Presented here is our rep01t of the geotechnical investigation for t.he above
referenced project. This investigation was accomplished in general accordance with our
Proposal No. 06D033 dated September 19, 2006, and was verbally authorized October 5,
2006, hy John Gail with TISEO Paving COl'npany.
We appreciate the opportunity to assist with the design phase of this project.
Sht1uld you have any questions or need fll1ther assistance.. please call the undersigned at
(2 14) 331-4395.
v cry truly yours,
TEAM Consultant.'S, Inc.
i/JL ?'-
Edward Gomez, E.I.T.
Staff Engineer
.TKleg
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310/ Ph:(lsf.lm Valle}" Suirr. 10/ /it'lillgro1J. TX 760/5 (817) 467-5500 Fax (8/7) 46B-9920
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TABLE OF CONTENTS
Page No.
TNTR ODlJCTION........................ ............................... ....... ........... ...................... ........ ..... .....1
FIELD IN'VESTIGA TION....... ............ .................. ........... .................. .................... ..... .... ......1
LABORATORY TESTING........... ................. ........................ .......... ......... ........ ....................2
GENERAL SUBSURFACE CONDITIONS ....... ..... ........ ............................ .........................3
(tCo)ogy ..... ............... ................................................................. ..... .......... ..................3
Suh~ul'face COlldj.tion~ .... ................ .......................... ........ .................................. .......3
ANALYSIS OF RESULTS AND RECOMMENDATIONS ................................................4
Pier Supported Structures.......................... ..................... ....... ,............ .......................4
()BSERV A TTON A.ND TESTING ........... .... .... ................... ..................,..................... ..........5
LIMITATIONS ............ .................. ............... ........ ............. ........... ....... ............ ............ ....... ...5
ILLUSTRA TIONS
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PAGE 05116
INTRODUCTION
This report presents the results of a geotechnical investigation perfonned in
connection with the planned construction of new City of Coppel] Entry Signs. We
understand that the signs are to be located as follows: (1) approximately l,OOO feet
east of S.H. 121 on Sandy Lake Road and (2) approximately one mile east of
MacArthur Blvd. on Sandy Lake Road in the City of Coppell, Dallas County, Texas,
The approximate project locatioll is shown on the Site Vicinity Map/Plan of Borings,
Plate I, in fl1.e IIlustTations Section. of this repOlt.
As planned and implemented, the study has included the chilling of sample
borings at prescribed locations, performance of a series of laboratory tests on selected
sampleg obtained in the borings, analysis of the :field and laboratory data, and
development of geotecImical related parameters to guide design ~Uld construction of
foundations to support the planned instaUations. The results of the test borings and
the laboratory tests are included herein,
FIELD INVESTIGATION
Subsurface conditions at selected locations at each construction site were
evaluated by one sample boring drilled at each of the project locations as shown. on the
appended Site Vicinity Map/Plan of Borings, Plate 1. Sample depths, soil and rock
descriptions, and classifications (based on tbe Unified Soil Classific31i.on System) are
shown 011 the Logs of Boring, Plates 2 an.d 3. A key to descriptive terms and syn1boIs
used on the logs is presented on Plate 4.
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Samplcs of the materials penetrated by the borings were obtained using thin-
walled Shelby tube samplers (ASTM D-1587) and two-inch split spoon samplers .in
conjunction with the Standard Penetration Test (ASTM D-]586). Upon recovery,
Shelby tube samples were extl.1.1ded in the field, vi.sual1y classified, wrapped, and
labeled E1cc~rding to the boring number and depth. As part of the soil sampling
procedures, the consistency of undisturbed cobesive soil samples was evaluated in the
.field using a calibrated hand penetrometer. The results of these detern'linations are
tabulated in the "Pocket Penetrometer" column on the logs of bori,ng. The Standard
Penetration Test is perfonned in the field and is reported on the boring logs under the
heading l'Blows/6-in. on Sarnpler".
T11c hOrl.ngs were advanced using dry auger drilling methods. Groundwater
obsenrations made in the borings during and upon completion of drilling activities are
presented 01' the log!: of boring.
l.ABORA TORY TESTING
All recovered samples were tranSpolied to the laboratory where tests were
performed on sdected samples in order to verify fi.eld classifi.cations. These tests
included Atterberg limits (liquid and plastic limits) and natural moisture content
determin.ations. The results of these tests are tabulated at the correspondiTlg sample
depths on the logs of boring. In addition to classification tests, unconfined and
Gonfined compressive strength tests were performed on selected samples.
Compressive strengths detemti.ncd during unconfined and confined c.ompressive
strength testing are tabulated at respective sample depths on the logs of boring,
Natural moisture content and unit dry weight values determined as a routine part of
the compressive strength testing are also tabulated at respective sample depths on the
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logs of borin.g. Laboratory test results are summarized on Plate 5. Laboratory
procedures followed cun-ent testing standards as set forth by the American Society for
Testing riH1d Matedals (ASTM).
G.ENERAL SUBSURFACE CONDITIONS
Qeology
'J'he project s:ite i.s located in an area overlain by Alluviurn and Fluvatile tenace
deposits of Quaternary geologic age as shown on the Dallas Sheet of the Geologic
Atlas of Texas. These deposits consist of floodplain deposits, sands, silts, silty clays,
clays, and gravels. These surficiald.eposits are underlain by the Eagle Ford fonn.ation
of upper Cretaceous geologic age.
Subsurfa.ce ConditLons
Subsurface conditions as revealed by the borings completed for this
investigatiol1 are described 011. the logs of boring, Plates 2 and 3. The reS'lllts of our
field and laboratory investigations indicate that the materials encountered at BOling B-
2 consist of fill materials from the su.rface to a depth of 5.5 feet. The fill materials are
underlain by high plasticity clays to the teo::ninatio:n depth of the boring. Boring B-1
consist.e.d of nig.hplasticity cl.ays from the surface to a depth of 16.0 feet. The high
plasticity clays are underlain by tan sa.nd extending to the completion depth in the
boril1g.
No g1"oundwater was observed during 01' upon completion of drilling activities.
Water level observations made during and at the completion of drilling are presented
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at the bottom of the logs of boring. The results of groundwater observatiol1S made
during this investigation and experience in this general area suggest that groundwater
seepage should be anticipated in these type deposits. In geneml, it should be noted
that groundwater levels are not static and wiJl fluctuate with seasonal variations in
loeill precipitation, surficia.l nmoff, and other factors.
.ANAL YSlS OF RESUI,TS AND RECOMMENDATIONS
~.ier Supported Structures
Jt is our understandil'l.g that the new City of Coppell El1try Signs are to be
supported on cast-in~place, drilled and underreamed piers founded at depths ranging
from 7,0 feet to 17.0 feet as recommended by Schrickel, Rollins and Associates, Inc..
We recommend that the drilled and underrea1l'led footings be based at a minimum
depth on the order of 1.0.0 feet below existing or final grade~ whichever is lower. The
footings may be proportioned for an allowable nct bearing pressure of 4,500 pounds
per square foot. Piers should be reinforced full depth witl1 a minimum steel
percentage of at Jea'5t one percent of the shaf1 area.
Piers c1esig11ed in accordance with the above criteria will have an acceptable
fHctor of safety with respect to shear failure an.d should experience n.egHgjble
settlement. Whe.n properly installed, settlement of the piers should occur pr.imarily as
elastic def01mation and thu.s be substantially complete at the el1d of the construction
phase,
Detailed inspections during pier construction should be made to assure that the
piers arc founded in the proper bearing stratum and that all significant amounts of
4
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CUtti11gS and water have been rem.oved from the excavation pnor to concrete
placement. Casings must be lIsed where necessary to stabilize pier holes.
Accumulated water in excess of one to two inches should be removed prior to
placement of the concrete. A hopper and I'tremie" should be utilized duril1g concrete
placement to control maximum fTee fall of the wet concrete to less than five feet.
Should pier casings be required, sufficient concrete should remain ill the casil1g as it is
withdrawn to prevent discontinuities from fomling within the concreted sectiol1, For
any given pier, excavation, steel reinforcement a-o.d concrete placement should be
completed within the sam.e workday.
OBSERV ATJON AND TESTING
Many problems can be avoided or solved in the field if proper observation and
testing services are provided. It is recomm.ended that site preparation activities be
monitored by a qualified el'ginecring technician. Observations and tests ShO'llld be
performed prior to and during COllcrete placement procedures. Should you desire, we
will be hnppy to recommend a budget for these services.
LIMITATIONS
111e recommendations presented in this report were based on a discrete number
of <;;oi] t.est horings mId the assumption that the subsurface properties throughout the
com,tmction areas are reasonably uniform to those exhibited witb.in the bori11gs.
A lthongl1 our field personnel visually survey the site for surface features indicative of
variable soil conditions ("fill, b01TOW~ drainage areas) fa.ulting, etc.), subsurface
conditions may be encountered that differ from those described in this report. Should
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conditions he ohserved that differ from those described in this report, TEAM
Consultants, Inc. shou.ld be notified immediately so that the effects of these differing
conditio11s on design and construction can be addressed in a timely fashion and
thereby ptevent undue delays.
6
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ILLUSTRATIONS
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GEOTECHNrCAJ~ INVESTIGATION
PROPOSED COPPELL ENTRY S.TGNS
COrrELL, .DALLAS COUNTY, TEXAS
TISEO P A VJNG COMPANY
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LEGEND
... Approximat.e Location of Borings
SITE VICINITY /
PLAN OF BORINGS
TEAM COlls111tRtttS, Inc,
PLA TE 1
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SITn NAMP ^~Il:l J.l\';A1'ION
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D()tI.INO No.
B-1
GEOT~CHNrC^L INVESTIGATION
PROPOSED COPPELL ENTRY SIGNS
COPPP.I.I., DALLAS COUNTY, TEXAS
TISE',O PA V1NG COMPANY
SM.1fLlNO Mt'THOD:
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LOCATION
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NOTE: BOREHOLE DRILLE.D AT STAKED LOCATION
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DESCRIPTION OF MA TERIALS
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(2) No Gnmndwnter Observed During Drilling
(.l) BnrellClle Bnckfilled Upon Completion ofDrillillg
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reAL INVF.STIGATJON - B-2
COPPELL ENTRY SIGNS SHeET
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E PLAN OF BORINGS NOTE: BOREHOLE DRILLED AT STAKED LOCA ilON
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TERMS DJi:SCRtnlNG CONSISTENCY OF CONDITION
COARSE Gl'tAfl'fEn SOILS
(M~j<'r portion retoined on No. 2.00 sieve)
Incllldcr. (I) elenll RrnvcL., anti ;;nnds dCl<Cribed n. tinc, medi"m or t03r~e. depending On distribution of Rrain .im 3/1d (2) ~lIty or clayey !lrl1vel:, nlld ~t1nd..
Cnndhinn i, mIen "cr,ordln~ tn relolive f1cn~it)'. ns dctcl111illcd by lnbomtory tClOt. nl. c~tim.tcd r,nnl resi.r.,ncc 1.(1 snonplc. penelrlllion.
rel\ctmlinn Itc.<i::l'lICC
F.IloWGIF(~
DClleril1tive
Term
Relative
Dcn..iry.
1).10
10 - 30
30 '-SO
Oy~t SO
o to 40%
40 to 70%
70 to 90%
90 to 100%
Lno.e
Medium dCI13C
Dense
Very dell.e
. F",m IC~ts on undisturbed sand SlI/1Iplc
u 14011 hummer, 30-ineh drop
Relat.ivr. dtllSil)' Is "Is" IL~dln <l<:r.r.ribc ~ondl!ion of low pl..i!ieity (pI..: 10) tine grained ~oil~ ~:'IJch "~ '~ndy sill:;
FlNF. G9.AJNJ:l' SOIl,
(M~jof portion pasaing No. 200 ~icvc)
Il1cllltlc~ (I J inn!'!!",n; c ""e:! org~IJle si II~ Dnd elay~. (2) gravclly. I'lIndy, or silly cl~y~. ~nd (3) cl,yo;y ~ill.~. Consistency Is rated llCCordinlt to 5hcuring
men.o,th. ~~ il\dic~led by penctm'TlClCr 1'C~diill:l~ or by unconfinc(1 CD/1Ipres:;ion test:; ror llOiI. wltl, plustlcity indite! >10.
r:i~,IIrt'd
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Lnminnlcri
In l~rhclideLi
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Well g.nded
rOMly p,,"deri
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Ooscrilltlvc TelU'
Vcry Soft
Son
Firm
Stiff
V,)ry slitr
Hl1m
Compl'Cuivc Strcngth
Te>or.1ScI. ft.
IClIII limn 0.25
0.25 to 0.50
0.,s0 10 1.00
1.00 to 2.00
2.00 to 4.00
'1.00 and hiJJ.l1cr
Note: 8llckenslde(l nn~ fir.stlted cl~ys In~y have lower IIl\(;onlilllld cOl1lpr~lvo slrcn~lhs Ihan ahown above,
becauso or pinna.. nnel wcGknClltl Clt ~htinkDllc CtllC"" in thc !QiI. 111c consistency flItinll! nf !ueh ,nil.
nre b..cd on IlCnclrnlTlctcr reat1inR~
r~RMS CHARACTEtuNZING SOIL STRUCTURE
tont.ainlnl 'htlllk~c crllck~.
f.cqur..,tly filled wil" fine sand
or Rill: II...,dly tnnl'C or
lor.$ vertical
pC.tninltlll tn cohc~iYe
.nib th~t ,,'c.r.llbiccl:
10 nppl'cclilblc Ill~ of
.lrenRth wlltn fCmolned
cnll1,,"~c<l of thilllnY"~
,II' vnryillS coin. nnd texture
enn,,,"r.cc1 of ~llr.mnto
Inycn nfdi/'fcrcllu.oiltypl:'l
(onlainillC "pprecinble
quanlitic. nf cnlcium e.rhnn.tc
h.vine wide r.nlle in
~mln ~n~~ Rlld '\lb-
::r.IlLi.1 n'M\I\II:; or nil
inlcl,nedinle pl;rticlc ~i~e$
I'rcrlClll1illOlCly nronc g,nin ~i"'e.
or hllvinG a mnlle of ~I%~ with
saine internledlole ~ize tni3:'inG
Slickensided
hnving inclined plnnes of wenkness Ihnt
ore "iek nnd f!lll",Y ill "l'llCllTllnCC
Pellree Ill' ~licl(cn~lde dcvellll'mcl1l~
Slillhtly ~hckensided
slickensides ilrc I,resent allnlcrv~1s of \.2
feel and /lOll dnc. not CIInily bn:nl; allln!l
Lhese p In no:;
M nck:rntely .1 iekellllidcd
.liekcn.ide~ nrc pJ'c~nt .t intcrval! nf 1-2
feet noel :;011 breaks cosily al<lnlllhcsc
plnne...
slicl(ensidOli nrc .pMIllI al inlCl'IInls 4-12
incl1e<.. nre cl'nlil1u(llJ~ nnd inlerc(lllccll:d.
Soill>renk~ Cl1~lIy alol\& t~c ~lIcl(ellsid~.
RIltlllltinS size ofbrtlkcn piccc~ three to
~ix inchc:..
F.XI.cmcly nlieken9idcd
J nlcn.cly .tickennided
~lIcl<en$idCII N'C npnccd allnrct'Vals IIrlellS
LI~~n fe>lIr illches ~"<l ~I'l! con!in..""s in ,\1
(IIrCCllol'!. Soillm,nk:( down nlOn8 plllncS
inlo nodulcr. 0.25 - 2 inch in ~izc.
rLA TE 4