Alford Media-LR 971007OCT.
REED Ei'~GINEEF~II'.IC-: ~!4
I~O. 811
F'. ~;'?'6
PRO~C'r NO. 56116.1
OCTOBIIR, 1997
GEOTECILNICAL INVXSTIGATION
ALFORD M~IA I~ACILITY
1196 SOUTH STATE ROAD
COPPELL, TEXAS
Presented To:
BULLARD CONSTRUCTION, I~C,
ADDISON,
· OCT.
~EED Er..GIHEERIH,$ ~14 350-0017
H,2,.
October 3, 1997
?rojec~ No, 3626.1
Bullard Construction, Inc.
4371 Lindberg Drive
Addison, Texas 75244
ATTN': Mr. Ron Pearson
GFA)TECltNICAL INVESTIGATION
ALFORD lVlEI~IA I~ACII,ITY
2~6 SOUTII STA~I!I ROAD
COPPELIo TEXAS
Gentlemen:
Transmitte~ herev~i.'th are copies of the referenced reP!O__ rt. Should you. have, any
questions con. cernmg our findir~s or if you desire ~ditiona[ informaUon, piease do not
hesitate to call.
Sincerely,
REED ENGINF-RKING G'R. OUP, INC.
Ii.or, ald F. l~ed, P.E.
IFP/RFR/~r
copie~ submitted:
(3) Bullard Construction, Ino.,rMr. Ron Pearson
(1) Batten Architects/Mr. brak~ Batten
· OCT° ?.19'~ ll:S.":"~'"~ ~-[:, ENGINEERII'{% £14 35C:J-881'~
, F'. 4/2.'3
TABLE OF CONTF. aNT$
I~AGE
]
INTRODUCTION ..............................................................................................
Project Description ...................................................................................
Authorization ........................................................................................ 1
, 1
Pnrpo~e and Scope ...................................................................................
FIELD AND LABORATORY INVESTIGATIONS ............................................ 2
General ...................................................................................................... 2
Field Investigation ....................................................................................
Laboratory Testing ...................................................................................
GENERAL SITE CONDITIONS ........................................................................ 3
Vh~slography ............................................................................................
Geology .....................................................................................................
Stratigraphy .............................................................................
Ground Water ...........................................................................................
ANALYSI~ AI~ RECOMMENDATIONS~ .....................................................
]~ote~fisl Vertical Movemcats ..................................................................
Genersl ......................................................................................................
Itzm~dial Esr~hwork ...............................................................................
Fnuodafioa Dosiga .......................... · ........................................... ,...
Fto~r Slab ..............................................................................................
Enrthworic ................................................................................................
l~avement .................................................................................................
Construction Observation and Testing ~requency ................................. 12
-i-
OCT. ,'.19'97 ll
811
TA]~LE O~F CONTEN'I~
(Continued)
PLATE
1
PI~ O~ BO~ ...........................................................................................
BO~G ~ ..................................................................................................
~YS TO ~S ~ S~OLS U~D ......................................................
~O~TORY ~8T ~S~TS ...................................................................... 10&l
12
G~LOGIC PR0~ .......................................................................................
- ii -
~EEr;, ENGiHEERtHG ~14 .-,._,8-001_
HC,. 81 i F'. 6.."Z6
INTRODUCTION
ProjKt Description
This report presents the results of a g~otechnical investigation performed for the Afford l~eclia
Facility to be located at 1196 South ,qtate Road in Coppell, T~x~s. The general orientation of thc
building is shown on tile Plan of Borings, Plale 1 of tM report Hlustr~gons.
The project consists of a 41,300-squa~ foot (s.f.) warehous~ with associated parkins and
drives. It is anticipated that git-wall construction will be used in conjun~ion with i~ groun&
supported floor slab. Boring locations and s|te elevations were estimated from a site grad~§
plan d~eelop~ by Dunaway Associstes, Inc., dated August, 1.o97.
Authorization
This inve~!g~lion was authorized by Mr.
Pon P~rson of Bullard Conslx~ction, Inc., by
signature of our Pwposal No. 9-26 on September 12, 1997,
Purpose and Scope
Tim purpose of this hnmstigation has bean to 6valuat~ the general subsurfa~ conditions, provide
recommendations for tM design of thc foundation %ys~m, floor slab, and pavement mbgr~o,
and provide general earthwork recomm~d~o~s. The investigation has included dlilling sample
borings, performing laboratory, t~sting, elgineering and geologic analyses, _.~.d preparation Gfth¢
report.
October 3, 1997
proi~c~ No, 3626,1 - 1 -
£,."'T ,'. t'D'D7 i I :.--_Pi'l ,;.'EKD Er~GIHEER. IHG ~Z4 350-0017 f'(.,. BZ ! F'. 7,
FIEIXO AND LABORATORY INVESTIGATION8
Goneral
The fie, Id and laboratory invesligations have been conducted in accordance wktt applicable
standards and procedures set forth in the 1997 Annual Book of ASTM Standards, Volumes
04.0g and 04.09, "Soil and Rock, G~osyntheflcs#. These volumes should bc c,o 'multed for
information on speciic test procedures (see ASTM D- 158 7).
Field Investi~tion
Subna, fac, e co~ditlons were evaluated by six sample bolings drilled to depths of 4-1/2 to 30-1/~
i'ee~. Borings B-1 and B-2 were drilled for a preliminary investigation conducted in lune. 1997,
Reed F, ngineerlng Group, Inc. Report No. 3626.
Four additional borings were drilled to complete the inve~gadon in September, 1997.
locations of all borings are shown on Plate 1 office r~por~ Illustrations.
The
Borings were advanced between sampling intervals by means of ~ truck-mounted drilling rig
equipped wig coxrdnuous flight augers. Samples ofc, ohe,4ve soils ~vere obtained with t~.inoh
diameter She~y tubes. Cohesionless soils (sands and gravels) ,~,ere sampled in conjunction ~
the Standard P~netrafion test (SPT). The unweathered shale was evaluated in situ using the
Texas Departme~ ofTransportagon (R'xDOT) cone penettometer test.
Project No. 3626.1 - il - October 3, 1997
OCT, ,' L?'37 11::.._R1'1 ~':EED Er,:Gzr,iEERIr.IG ~14 35£~-0019
?
HO. Bll F'.
Delayed water 1~,¢. observations were made in the open boreholcs to evaluate ground water
conditions. Borings were bacldilled at completion of drilling operations.
Sample depth, description of materials, field tests, wamr conditions and soil classification
['UnLiled Soil Cla.ssifcation System CO'SCS), ASTM D-2488] are presented on the Boring Logs,
Plates Il through ?. Keys to terms aud symbols used on the loss are included as Plates 8 and 9.
Laboratory Testing
Upon return to the laboratory, samples were vitally logged in accordance with the U$CS. The
consistency of cohmive so[ts was evaluated by means of a pocket penetrome/er. Results of tho
pooket penetromeT~r readings are presented on the boring logs.
Laboratory tests~e perfo~ to evaluate iruiex properties, and confirm ¢.suai classifcation.
Tests included Atterberg Limits (AS'I'M D-4318), moisture contem (ASTM D.2216), and
partial gradation (AST~ D-1140). The results of these tests are summarized on Plates 10 and
11.
GENERAL SITll CONDITIONS
Pbyslotrsphy
The site for the buikliug pad is heavily wooded. Existing topography slopes downt~ to the
north. Within the are~ of the building, the pad presently grudes from approximate Elov. 514 to
Elev. 503
C~tober '3, l~:.:.~?
Project No, 3626.1
."CT,
REED ENGIHEERIHG £14 350-08!5
Geology'
The site overlies alluvial soils associated with deposition from Denton Creek, over shale of the
E~le Ford Formation, Alluvial soils wpkally consist of attars, clayey sands, sandy clays, and
clays, The F. agle Ford typically consists of hlgldy plastic (CH) residual cia}' soils over weathered
grading to tmweatl~red shale.
Su-aflt~raphy
Subsurface conditions are oonsistent w/th site geolot/3' and consist of 19-1/2 to greater than 30
fe~ of sandy, alluvial s~ils, over unweath~ed shale of file Ea~le l~ord. The alluvial soils are
comprised of moderately, plastic sandy clays (CL) and clayey sands (SC), grading with depth to
sands ($P) and moderately plastic,, sandy silts (!VlL). '/he coheslc~Jess soils arc generally fine-
grained and medium dense to dense. '
An approximate fom'-foot thick lens of da~k olive-gray to !Vay CL clay was encountered in
Boring 1~-4 lo~ated on the sollthenl end o~ the builclhlg. This lens' extends from approximate
Elev. 513 to 509. The clay is presently har~ and dry.
Dark gray, unwcal;hered shale of the r~agl~ Ford Formation ,~ras encountered at elevations of
481 to 483 feet. The shale is olassified as a s°it rock.
Borings B-1 to B-3 terminated withLn thc dark gray shale at ele~ttions of 477 to 480,5 feet.
Boring B-4 terminated wltl~n dense sand at;an clevation of 453 feet.
Project No. 3626.1
-4-
October 3, 1997
,JCT. 7.199? /I:~3AM
REED Er*G IPlEER'I f"lG
?
Based on pocket penetrome~er readiui~s, ~¢ alluvial clay sails, wher~ encountered, were dry si
the time o£ih¢ fie|d hreestisation.
A §eoloiio profile was prepared for visual rd'erence and is presented on Pla~e 12 of the report
mustrstlons.
Ground Water
Based on post-drilling water level observalions, ground water was prescut at depths of 15 to 20
feet during the pr_elimiua~ investigation (lune, 1/)97), or approximate Elev. 4t{4, Orotmd water
was not encounmred on the site during the filial invesiigation (September, 1997).
When present, ground water viii b~ perched above the relatively, impermeable, unweafliered
shale in the overlying ah'uvial soils. The dep~ and/or presence of ~round wat~ ,,mill
with variations in seasonal and yearly rainfall.
ANALYSIS AND RECOMMENDATIONS
Potential Vertical Movements
Based on Potential Vertical Movement (P~ff) caloulatlons~ and past experience, pommial
movements are estima~ to be on *,he order of one inch or loss for the majofluy of the site.
_Movements are estimated to be approximalelY 1 to 1-1/2 inches in ~c vicinity of Boring B-4,
~ '2~thod f~ D~rmia~g ~ae l:otemial Vertical lure, PVR." (1978). T~xaa D~amneal of T~ti~a, Test
~ T~x-li4-E.
O~tobet 3, 1997
Yr ectNo. 3626.1 .5-
OCT. ,~. i'D-q? 11:24~1 REED E~,gIt~EERIHG 214 35D-0019
~'~9.811 R. i 1./26
where the l~, d~k olivc-~r~y C~ cl~y w~s encoumered. Con$1de~dng ~e proposed fi~shed
floor at Elev. 509. potent.iai movements are estimated to be lcss than one inch within the
building area
General
As staed above, potential vertical movements are ar~icipat~ to be less gun one inch, except in
the vicinity of Boring B-4, where a rolatively thin layer of herd, CL clay was encountered.
Considering the preseac~ of the shallow allu,~iat sands, and 'doe remedial eaahwork
recomm~aded in the following s~cfion, the use of shallow spread or continuous footings,
coupled with a ground-supported fioor, is considered feasible.
Remedial Earthwork
Subsurface conditions for the majority of the site consist of clayey sands of low plasticity and
non-plastic sands. The excepiion to this is in the area of Boring B-4 where hard, dark olive-gray
to gray CL cia), was encountered at depths of 1 to 5 fe~i, or Elev, $13 :o 509, below grade,
Considering finished floor ~ Elev, 509.0, the CL clay should be rer~oved during excavation. It
is recommended this layer be field identified and excavated from below the buRcling and
foundation. The CL clay may be used as fill outside thc footprint of the building, but should not
bc used as fill below tho structure or foumiafion. Remaining on-site materials appear suitable for
use below the floor and fotmdation. Materials encouatered in the borings have Plasticity Indices
(PI's) of less than 15 and may be used as fill. Fill materials should bo placed and compacted as
ougined in th~ Earthwork se~iion.
October 3, 1997
Project No. 3626.1 ,6-
OCT. ,?. 19'37 il :24~"I REED Er-~GII',~EERIr'tG 214
Foundation Design
Considerin~ remo~ of ~h¢ CL clays from b~low ~hc 10uikii~ and foundation as discussed
above, foundation support may be provided by a combination o~ spread and continuous footings.
The use of colltinuous f~othgs are antldpated for the exterior panel loads. In~erior column
loads may b~ supported using spread footings.
Shallow spread or continuous footings should be founded a miiimum of 24 inches below
finished grage wit_h_'._m existi~ soila or compacted and tested fall. Footing should have ·
minimum dimension of two ft~t. Footings should be designed based on an allowable hex beari~
pressure of 3 kips per square foot 0cg). This value is applicable for dead load design, If live
loads account for 35 percent or greater of the to~al load, Tie bearing value may be increased to
4.$ ksf.
The bearing value cou?~ns a factor of sMeVy of three considering a shear failure. The footing
excavations should be dry and ~o~ o1' all loose soils and deleterious materials prior to concrete
placement. Soils exposed in the bottom of the footings disturbed by constm~on activitie~
should be recompacted ~s ouflinM in the lCsrthwork so~on. Dependent upon prevailing
weather conditions at the tirae of construction, a lean concrete seal slab may be used to [imlt ~e
effects of inclement weather on tho bearir6 mrface.
Project Bio, 3626,1 - 7 - october
Properly ccz~ucied footi~,~ designed in accordance v,i~h ~e bearing l~essu~¢ should undergo
~ct~emc~ of less ~han 1 ~ with maxinmm amicipa~ed d~'~'engal movemcn~ of les$ ~han 1/2
Footh~ ~cavafioas should bc obseo~ed by · rcpre~a~ve of t~is ofl~ prior W concre~
placc~enL
Floor Slab
requ~ ~ls of 2-1/2 S0 S i~-t h~ the northern p~on of~b~ ~ ~ of~ to
~t~~m~
e~d ~ B~ B~, ~e ~ co~ of no~-p]~c sma ~ ~ ~ ~
Proiea No. -~ 6~6. ~
-8-
October 3, 199/
Octda~ 3, ~Y~
3626.1 - 10 -
9CT.
The specific pavement sections wal be dependem upon the type and f~equency of ~raffic. For
drives and parking subject to cars and light trucks, a 5-inch ~¢lq 3,000 pou,~s per square inch
(psi) compressive strength pavement section constructed over a ~:aritied and r¢compacted
subgrado should provide for ualimimcl repetitions over a 20-year life.
For drives and seavl~ areas subject to the equivaletlt of fotur or less loaded semi,trucks per day,
a minimum 6-h~h tbiok, 3,000 psi compressive strength pavement section is tecom~eaded. The
pavtment ~ould be co~l;ructed over a, sca, filled and recompacted subgtade.
Pavements should be lightly re/nforced to control stuSnkage c~aoks. Reinforcing should consist
of the equivalent of#3 bats at 18 inches on-crater.
Pavement sections should be s~w cut s: an approximate spacing in feet of 2.5 to 3 times the
pavement thickness expressed in laches. ~For example, a $-i~ch paveanen! should be saw cut in
approximate 12.5 to ltl-foot squares.) The actueljcim pattern shoutd be carefi~ly' designed to
avoid irregular shapes. Recommencl~ jointing techuiques are discussed ill detatl in "Joint
Design for Couorete I-r~ghwsy and Street Pavements', published by the Portland Cement
Project No. 3626.1 - ! 1 - October 3, 1997
ProjeCt .NO. JOab. I. ' !/' '
C"CT. ~. l_q._~.? 11:25A~'1 REED E~(SIHEER'I~'~'-q 2lq ~8-001-~ ~CJ.811 P'.15/25
GTATE Ri),,
Prolect No, 382§
Date: 08-24-97
;.'EED E~,GI HEE~'.I HG £i4 '~50-E~Oi 9 H0.81~
o
P~opo~ed Alford l~edia ~¢ility
State Road South of Cottonwood Creek
Coppell, Texas Looatlom see Plate
~IPTION OF S~TA
Bows pOI' FOot
SAND, gCaylsh-Or owr~, flne, angular
iSP)
SANDY CLAY, brownish-yellow, hard
IcL)
SAND, yellow, ~edium dense, fine,
w/trace of cloy (SP)
CLAYEY SAND, brownish-yellow to
yellowish-brown, medium dense, fine,
angular, w/trace of plat',! roots (SC)
SAND, yellow tO light yellow, dense,
fine, angutaf
SAND. brownish-yellow, very dense,
fine to med~ur~, sub-rounded to
sub-angular, w/trace of fine gravel
SHALE, very clerk gray, soft
Total Depth - 25 feet
Seepage encountered ~ la' during drilling.
Trace of water 8 blocke~ · 19' on
O8-2~-97.
BORIN~ LOG
PLATE 2
OCT.
?. 19~ 11: E6~'1
Proiect No. 35ZB
Date: 0a-24-97
~'EED Er~GIHEERIHG El4 350-0019
Prop;sad AIford Media Facility
State RoBd South of Cottonwood Creek
Coppell, Texas
OF. SCR]~T[ON OF STRATA
SAND, brown, lille, angufar ($P)
SANDY CLAY, orange-brown, harcl (CL)
SAND. yellow, medium dense, fine.
enguiar0 w/some clay
PoCket penatro~eter
OIo~s
SAND. yellaw, medium dense, fine.
angular (SP)
SANg, brown, very dense, fine to
medium, angular to sub-angular
SHALE, very dark gray, soft
TOtal Depth" 25 fee[
Seepage enceuntered ~ 20' (luring drilling,
water @ 21-1/2' ~ blooked D 2~-1/2' o~
~-26-9T.
BOR~6 LO6 B-2
PLATE 3
OCT. ,?.19'~? 11:26~H
Prolect No. 3826,1
Data: Og-17-g7
REED Ef~GIHEERIHG 214
/~lford I~edi. Facility
296 South State Road
Coppell, Texas
SAND, dark bro~n, fine, organic
CLAYEY SAND. dark orange, medium
dense, fine, angular [SCI
SAND. yellow, medium dense, fine,
angular, w/trace of clay ($P)
SANDY SZLT W/CLAY, light
grayish-yelloW (NL)
SAND, I~rown, medium dense, tine to
coarse, 8ngular to subangula¢
SHALE, very dark gray, sott
Total Depth - 30-1/2 feet
Dry & blocked t~ 27-1/2' on
BORING LOG B-3'
hU3. E~11
P. 16,"2S
GROUP
Lo=attON See Plate 1
Par .~q. Ft.
BI~ per Foot
t I 2 $ 4 4.5* ~
+ I0 ~0 30 4o 60
PLATE 4
C~,~ULT~TS
OC:T.
Prelect No. 36Z8.1
gate: og-lT-g7
~EED Ef~GIHEE~IHG ~1,-1
A'lford l~edia Facility
29§ South State Road
goppelL Texas
DF..SCR[PT[ON OF STRATA
SAND, brown, fine, angular (Fill) (SP)
CLAY, dark olive-gray to ~'ay, harcl,
w/oalcareous particles & fragments B
~eethered shale fragments (F~ll) JCL)
CLAY, gray. hard, w/some calcareous
)articles (CL)
CLAYEY SAND, yelloWish-brown, medium
dense, fine, angular (SC)
SAND. yellow, mecflum Cerise, fine,
angular
STLTY SANO. brownish-yellow, medium
dense, very fine, w/trace of olay (SM}
r~,. 811 F. !5/~:--'
r e ed_e~3g~g..----.-
-- GROUP
Location: See Plata I
Tohl PI! Sq, FL -t
Ston<laf'd Poll~tfaUofl TP~U,
Bows p~lr Foot - +
~ I 2 ;5 4 4~ 13 2O 30 4O 60
SANDY SILT, yellow (HL)
CLAYEY SAND, DINe-gray, medium
dense, tine (SC)
SAND, itght gray to light Drown,
Cense, fine. w/trace of clay (SI
Total Depth = 30-1/2 feet
ory g blocKeD ~ 29' on 09-16-87.
BORINB LOG B-4
PLATE 5
OCT.
Il: 2~F~'1 ~EED E~,SiHEERIN~ ~14 -_-00-E~t319
Prelect No. :~626.1
00%0; 00-17-07
Aiford Hedia Fac!lity
296 SOUth State Road
Coppell. Texas
SAND. gray, very line, w/saae slit
SILTY CLAY N/SAND, Oafk
bfav~nlsh-yeltOw, hard ICL)
r'~J. 811 P. ~/P,5
reed en g~g...-..,
-- - GROUP
Locationt Sec Plete 1
Pecker Penefl'oeeter Fieaclk~
TOni PeT 8~. FL -t
standard Penet~ailMt T~TI
taoNs per Foot - +
2 3 4 ~
Tote{ Depth - 4-t/2 feet
BORIN6 LOG B-5
PLATE[
i-- Prolect No.
Oat¢: 0~-17-g7
· ].I:~.?RI".'I =,'EED Er',i,._qlI',~EER!H6 2'14
Alforcl Media Facility
298 South State Road
Coppell, Texas
O~TIO~ ~ STRATA
CLAYEY SAND, yellowish-brown, medium
~lense, fine
Location: See Prate I
standard Penetration T~,t,I.
~llo~ ~or F'oot - f
SAND, brownish-yellow, medium dense.
fine, w/some olay (SP)
Total Depth - O feet
EIORIN6 LOG B-6
PLATE 7
OCT. ?. 19~7 11:PTRI'9 REED Ef~GIHEERIHG Z'$4 350-0017
Ail ord H~clie
Project No. -~e~4.1 298 SoUth St?--re Road
Data; 09-17-g7 Coppel:=, Texas
DE~L'R~TION OF ,STRATA
reed engineetir~g
GROUP
Locati3'~; See Plate I
SAND, ~arK ~ro',.n. fine, organic
dense, fine, angular (SC)
SAND, yellow, medkJm dense, fine,
angular, ./trace of
SANDY $~LT W/CLAY, I~t
grayL.~-,vello~ (ML~
SAND, brd~n, meOium dense, fine
caarse, angular to sabangear (SW)
GROUP
BORINO LOB B-3
TYpe of ~
t3.AY (DJ
(LL<~O)
CLAYEY
SILTY S~
SAI~3
CLAYE'Y I~RAVEL
ERAVEL
SHALE, very ~ark gray, ;3fi I ~ [weatl~recO
'" SHALE
Total ~eDth = ~-~/~ fee~
Dry ~; b~ocke3 ~ 27-1/2' On O@-lB-g7 B (~eaUlel~
PLATE ,4
pEt~'TRAI~ON
(Shel~¥ T~e & T~T
TEST
time of
wat~ le~ and date.
KEYS TO SYMBOLS USED ON BORING LOGS PLATE 8
~-ot~ cet~TANTa ---
OCT.
~EED ENGIHEERIH~ 7'~4
358-8819
IK).811
C:OHERIONLES$ SOILS.
SPT
N-Values Relative
(blows/foot) Oenslty
o - 4 ................ V~y LOOSe
4 -10 .................Loose
10-30 ................... Medium Dense
30-50 .............. Oense
60 + ...................... very Dense
SOIL PROPERTIES
_COHESIVE SOILS_
Pocket
Penetrometar
(T.S.F.) Consistency
¢0,26 .................. Very Soft
O.2S-O,S<~ ........... Soft
0.=,0-1.00 ............ MedNm Stiff
1.00-2.00 ............ Stiff
2.00-4.o0 ..........Very Stiff
4.00 + .............Ha~d
ROCK PROPERTIES
~ DIASNOsl'Tc FEATURES
very Soft ................... Oae I~e dented with mo~lefate fin(let pressure.
Soft .......................... Can be iCtakched easily with ill,gamelY.
Hoclefatel¥ Hard. ....... Can be $~atched easly wl~h knife D~t fl~t with
Hard ............................. Can be mOtet=heal with knife with some OifficuR¥; can be brol<en I~¥ ~tght to m~Clefake
halalfler blow,
Very HarCl ................. Cannot l~e scrM=hed with knife; c~q be
I~ Gc' ~~ _D.!AGNOST[C FEATtJRE$
Sightly Ne&lhered. ....... Slight cIIscotoration Iflwar~ls from open hacture~
i, leatherefl ....................... DIscoloration1 throughout; weal(er minerals ~eco~p~$ed; stce~gth ser~e~het less
th~ fresh rcclc structure preserved.
Severely Wea~ered .......... N~t minerals ~omewhat decomposes; m~ch softer than fresh ti)Ok; texture becomln~l
i~lHlflct ~ut fabric an4 structure presrrve~.
Completely Weathered ..... Minetal~ deco~se~l to soil; rock fabric cad ~tructure des~'oye¢ Iresldua~ soil).
KEY TO DESCR[?T[VE TERMS ON BORIN6 LO~$
PLATE 9
REED E~GIHEERiHC~ 214 350-08!9
Boring
NO,
B-1
PRELIMINARY INVESTIGATION
PROPOSED ALFRED MEDIA FACILITY
STATE. ROAD SOUTH OF COTTONWOOD CREEK
COPPELL, TEXAS
m~!_~3~13L_~,.~,j~eation and.index Prope Td~L.~.~
'Percent
Moisture Liquid Plastic Plasticity Passing
Dept~ Content Limit Limit Index No, 200
Percent
Passing
No, 4
0.0 1.5 13.5 - -
1,5 - 3.0 13.8 30 16 14 68 gg
3.0 - 4,5 8.3 - - _ _
4.6 - 6.0 14,1 - -
9,0 , 10,5 12.4 17 13 4 - '"
14.0 - 15.5 3.8 - " _ _
19.0 - 19.5 7.6 - "
0.0 -1.5 8.3 29 15 14
1.5 -3.0 9.0 - "
,3.0 -4.5 11.6 -- -
4.5 -6.0 11.4 " -
9.0 .10.5 9.8 -
14.0 -15.5 3.8 - -
19.0 ,19.5 7.6 - '-
PLATE 10
SUMMARY OF LABORATORY TEST RESULTS
OCT.
?
Bodng
NO.
E)-3
B-4
GEOTECHNIOAL INVESTIGATION
ALFORD MEDIA FACILITY
296 SOUTH STATE ROAD
COPPELL~ TEXAS
um of ass d in e~ Pro.~
Depth
0,0 1,5
1.5 - 2.0
2,0 - 3,5
4.5 - 6,0
9,0 - 10,,5
14.0 - 15,6
19.0 -20.5
24.0 - 25.5
Moisture Liquid Plastic Plasticity
Content Limit Limit Index
21.2 '- --
12.0 - -'
8.6 - -
8.9 )_2 15 7
3.1 - -
6.1 - -
9.1 - -
10.2 - "
0.0 - 1.5 11.1 - -
1.5 - 3,0 13.2 48 18 30
3.0 - 4,5 13.2 - -
4.0 - 5.0 9.5 - -
5.0 · 6.5 9,6 - "
9.0 - 10.5 1.5 - -
14.0 - 15.5 6.2 - -
19,0 , 20,5 4,6 - "
24.0 - 25.5 9.9 - -
.,
29.0 - 30,5 13.3 - -
Percent
Passing
No. 200
. Slav_e_
67,9
SUMMARY OF LABORATORY TEST RESULTS
PLATE 11
OCr. ?,1997
~EED Er-~IHEERIHG 7'14
INTERI~RETIYE GEOLOtlIC CROSS SECTION A-A'
r. m,.C,. ~!lr, m.rP.
7
' I 'I
--- IE~'i:l:lt, llC~ COt~l..f,l, ml ·