december5, 2017 tothecontractdocumentsfor: …

December5, 2017

AddendumNo. 02TOTHECONTRACTDOCUMENTSFOR:

GRANDPRAIRIENEWIMPROVEMENTSTOMACARTHURBOULEVARDGrandPrairie, TexasKAIProjectNo. 2014.139

ThisaddendumformsapartoftheContractDocumentsandmodifiesthedrawingsandprojectmanualdatedOctober13, 2017asnotedherein. Respondentshallacknowledgereceiptofthisaddendum.

REFERTOTHEPROJECTMANUALFORTHEFOLLOWINGITEMS:

1. FinalexecutedForterraAgreementforgateeasement2. SpecSection0031323. SpecSection323119

REFERTOTHECONTRACTDRAWINGSFORTHEFOLLOWINGITEMS:

1. SheetA3.01: GATEELEVATION2/A3.01 RevisednotethatArtisticpanelisprovidedandinstalledbyowner.

2. SheetA3.02: ELEVATION3 & 4/A3.02 RevisednotethatArtisticpanelisprovidedandinstalledbyowner. SECTION5 & 6/A3.02 RevisednotethatArtisticpanelisprovidedandinstalledbyowner.

3. SheetA3.03: PLAN1/A3.03 Revisednotethatsignframeisprovidedandinstalledbyowner. Stampedconcretefoundationrevisedtobepaintedconcrete. SECTION2/A3.03 Revisednotethatsignframeisprovidedandinstalledbyowner. Stampedconcretefoundationrevisedtobepaintedconcrete.

4. SheetS1.01: DETAIL1/S1.01 Revisedpierinformationandstabilization. 5. SheetS1.02: DETAIL1&2/S1.02 Revisedfoundationforgatepanels. 6. SheetS1.03: DETAIL1&2/S1.03 Revisedfoundationforsignframe. 7. SheetS2.01: RevisedPierinformationinplannotes.

3880HULENSTREETSUITE300 FORTWORTH, TX76107-7274 8173321914VOICE 8178774754FAXPage1

12/5/2017

ENDOFADDENDUM02

Attachments: SpecSections 003132, 323119CityAgreementwithForterraeasementDrawings A3.01, A3.02, A3.03, S1.01, S1.02, S1.03, S2.01

3880HULENSTREETSUITE300 FORTWORTH, TX76107-7274 8173321914VOICE 8178774754FAXPage2

TEAMConsultants, Inc.

November30, 2017TEAMProjectNo.155022G

CityofGrandPrairie206W. ChurchStreetGrandPrairie, Texas 75053

Attention: Mr. GeorgeFanous, P.E.

GEOTECHNICALINVESTIGATIONVIDEOBOARDSIGNS

LANDFILLROADANDMACARTHURBOULEVARDCITYOFGRANDPRAIRIE, TEXAS

DearMr. Fanous:

Presentedhereisourreportofthegeotechnicalinvestigationfortheabovereferencedproject. ThisinvestigationwasaccomplishedingeneralaccordancewithourProposalNo. 17A069datedNovember9, 2017, andauthorizedonNovember14, 2017, undertheexistingGeotechnicalandMaterialTestingServicesContract, WorkOrder #550.68.

Weappreciatetheopportunitytoassistwiththedesignphaseofthisproject. Shouldyouhaveanyquestionsorneedfurtherassistance, pleasecalltheundersignedat (817) 467-5500.

Sincerely, TEAMConsultants, Inc.

IbrahimA. Baayeh, E.I.T. StaffEngineer

EdwardGomez, P.E. ProjectEngineer

EG/ibCopiessubmitted: (3)

4087ShillingWay Dallas, TX75237 (214)331-4395Fax (214) 331-44583101PleasantValley, Suite101Arlington, TX76015( 817)467-5500Fax (817) 468-9920

GEOTECHNICALINVESTIGATIONVIDEOBOARDSIGNS

LANDFILLROADANDMACARTHURBOULEVARDCITYOFGRANDPRAIRIE, TEXAS

Preparedfor

Preparedby

TEAMConsultants, Inc. 3101PleasantValleyLane

Arlington, Texas

November30, 2017

TCABLEOFONTENTS

PageINTRODUCTION....................................................................................................................................1

FIELDINVESTIGATION........................................................................................................................1

LABORATORYINVESTIGATION.......................................................................................................2

G.............................................................................................................................................2ENERALC..........................................................................................................................3LASSIFICATIONTESTS.................................................................................................................................3TRENGTHTESTSST................................................................................................................................3ULFATEESTING

GENERALSITEANDSUBSURFACECONDITIONS.........................................................................4

SC.................................................................................................................................4ITEONDITIONSSC...................................................................................................................4UBSURFACEONDITIONS

ANALYSESOFRESULTSANDRECOMMENDATIONS...................................................................4

G.............................................................................................................................................4ENERALFSM...........................................................................................................5OUNDATIONOILOVEMENTMS.....................................................................................................................5ONUMENTTRUCTUREVBS......................................................................................................................7IDEOOARDIGNAGESS.............................................................................................................................9OLUBLEULFATESSP..............................................................................................................................9ITEREPARATION

OBSERVATIONANDTESTING.........................................................................................................10

LIMITATIONS.......................................................................................................................................10

ILLUSTRATIONSPlate

SVM....................................................................................................................................1ITEICINITYAP

PB......................................................................................................................................2LANOFORINGS

SGM.................................................................................................................................3ITEEOLOGICAP

SBL........................................................................................................................4&5OILOREHOLEOGS

KBLTS…............................................................................6&7EYSTOOREHOLEOGERMSANDYMBOLS

SLTR…..........................................................................................8UMMARYOFABORATORYESTESULTS

LPSID…........................................................................................................................9ILEOILNPUTATA

APPENDICES

APPENDIXA: FLTPIELDANDABORATORYESTROCEDURES


INTRODUCTIONThisreportpresentstheresultsofageotechnicalinvestigationfortheCityofGrandPrairiein

connectionwiththeplannedinstallationofamonumentandavideoboardsignagelocated

approximately0.5milenorthofMacArthurBoulevardandInterstateHighway30intersectioninGrand

Prairie, DallasCounty, Texas. TheapproximateprojectlocationisshownontheSiteVicinityMap,

Plate1, intheIllustrationsSectionofthisreport.

Thestudyplannedfordrillingtwo (2) sampleboringsatspecifiedlocations, performanceofaseries

oflaboratorytestsonselectedsamplesobtainedintheborings, analysisofthefieldandlaboratorydata,

anddevelopmentofgeotechnicalrelatedparameterstoguidedesignandconstructionoftheproposed

structures.

FIELDINVESTIGATIONSubsurfaceconditionsattheproposedconstructionareaswereevaluatedintwo (2) sampleboringsat

predeterminedlocationsprovidedbytheclient. SampleBoringB-1wasdrilledneartheproposedvideo

signageboardconstructionareaatthesoutheastcorneroftheLandfillRoadandMacArthurBoulevard

intersection. SampleBoringB-2wasdrilledneartheproposedmonumentconstructionareaalong

LandfillRoad. TheapproximatesoilboringlocationsareshownonthePlanofBorings, Plate2.

Sampledepths, soildescriptionsandclassifications (basedontheUnifiedSoilClassificationSystem) are

presentedontheSoilBoreholeLogs, Plates4and5.Keystodescriptivetermsandsymbolsusedonthe

logsarepresentedonPlates6and7.

Soilformationsencounteredweresampledusingthin-walled, seamless, Shelbytubesamplers

ASTMD-1587), two-inchdiametersplit-spoonsamplersinconjunctionwiththeStandardPenetration

Test (ASTMD-1586), asappropriate.Uponrecovery, sampleswereextrudedinthefield, visually

classified, wrappedandlabeledaccordingtotheboringnumberanddepth. Aspartofthesoilsampling

procedures, theconsistencyofundisturbedcohesivesoilsampleswasevaluatedinthefieldusingahand

penetrometer. TheresultsofthesedeterminationsaretabulatedontheSoilBoreholeLogsunderthe

heading “PocketPenetrometer”. Themaximumcapacityofthepenetrometeris4.5tonspersquarefoot

tsf).

1CityofGrandPrairieNovember30, 2017TEAMProjectNo.155022G


TheStandardPenetrationTest (SPT) isdefinedasthenumberofblowsofa140-poundhammer

fallingfreelythroughadistanceof30-inchesrequiredtodrivethesplit-spoonsampleronefootintothe

ground. Thestandardpenetrationor “N” valuegivesanindicationoftherelativedensityofgranular

soilsandthestrengthofcohesivesoils.Correlationswereusedforevaluationofskinfrictionandpoint-

bearingcapacityusingTexasDepartmentofTransportation (TxDOT) developedchartsbasedonthe

TexasConePenetration (TCP) datafordrilledshaftandpiledesigns. The “Ntcp” valuedeterminedwith

theTCPtestcorrelatesroughlytotwo (2) timesoroneandahalf (1.5) timestheSPTor “N” valuein

sandsorclay, respectively.ThevaluesfromtheStandardPenetrationTestsperformedinthefieldare

reportedontheSoilBoreholeLogsasblowspersix-inchesofpenetrationoramaximumof50blows

andthecorrespondingsamplerpenetrationininches.

Theboringswereadvancedbetweensamplesusingdryaugerdrillingprocedurestotheircompletion

depths. Groundwaterobservationsmadeintheboringsduringdrillingactivitiesarepresentedonthe

SoilBoreholeLogs.

LABORATORYINVESTIGATIONGENERAL

Allrecoveredsamplesweretransportedtothelaboratorywheretestswereperformedonselected

samplesinordertodetermineengineeringcharacteristicsandverifyfieldclassifications. Thesetests

included:

1.Visualandlaboratoryclassification (UnifiedSoilClassificationSystem); 2.Naturalmoisturecontent; 3.Atterberglimitdeterminationsonnaturalsoils; 4.PercentpassingNo.200sieve; 5.Solublesulfates; 6.Unitweight-moisturetests;and7.Unconfinedcompressivestrengthtestsonsoil.

LaboratoryproceduresfollowedcurrentstandardsassetforthbytheAmericanSocietyforTesting

andMaterials (ASTM).



CLASSIFICATIONTEST

Classificationofsoilswasverifiedbyteststhatdeterminenaturalmoisturecontent, Atterberglimits

liquidandplasticlimits), andpercentpassingNo. 200sieve. Thesetestswereperformedingeneral

accordancewithASTMMethodsD-2216, D-4318, andD-1140, respectively. Theresultsofthesetests

aretabulatedatcorrespondingsampledepthsontheSoilBoreholeLogsandontheSummaryof

LaboratoryTestResults, Plate8.

STRENGTHTESTS

Strengthcharacteristicsofthesubsurfacestratawereevaluatedbylaboratoryunconfined

compressivestrengthtests. Inthistest, acylindricalspecimenissubjectedtoaxialloadatauniformrate

ofstrainuntilfailureoccurs.TestproceduresfollowedcriteriaspecifiedbytestmethodsASTMD-

2166. Compressivestrengthsdeterminedduringunconfinedcompressivestrengthtestingaretabulated

atthecorrespondingsampledepthsontheSoilBoreholeLogs. Naturalmoisturecontentandunitwet

weightvalues, determinedasaroutinepartofthecompressivestrengthtest, arealsotabulatedat

respectivesampledepthsontheSoilBoreholeLogsandontheSummaryofLaboratoryTestResults.

TSULFATEESTING

Geologicdepositsintheseareashavethepossibilityofcontainingsolublesulfates. Solublesulfates

canreactwiththecalciuminlime (orcement) resultinginsignificantvolumechangesinstabilizedsoil

orhaveadeleteriouseffectonPortlandcementconcrete. Accordingly, soilsampleswereexamined

closelyinthelaboratoryforindicationsofgypsumcrystals, whichcontainsulfatesandareusually

visibleascrystallineinclusionsorshinyflakes. Crystallinedepositswereobservedinseveralofthe

samplesrecoveredfromtheboringsandselectedsamplesweresubmittedforanalyticaltestingto

evaluatesolublesulfatecontent. TheselectedsampleswereanalyzedforsolublesulfatesusingTest

MethodTEX-145-E. Thetestresultsaretabulatedattherespectivesampledepthsontheboreholelogs

andtheSummaryofLaboratoryTestResults.



GENERALSITEANDSUBSURFACECONDITIONSSCITEONDITIONS

Theprojectsiteislocatedapproximately0.5milenorthofMacArthurBoulevardandInterstate

Highway30intersectioninGrandPrairie, DallasCounty, Texas. Thegeneraltopographyofthe

constructionareaisrelativelyflatwithgrassalongtheexistingstreetright-of-way.

SCUBSURFACEONDITIONS

TheprojectsiteisgeologicallylocatedinanareaoverlainbytheFluviatileterracedeposits (Qt) of

theQuaternarygeologicageandunderlainbytheEagleFordGroupundivided(Kef) ofCretaceous

geologicageasmappedontheGeologicAtlasofTexas (GAT), publishedbytheBureauofEconomic

Geology, UniversityofTexasatAustin. ThemappedgeologicformationshownonPlate3, Site

GeologicMap, wascreatedfromadigitalGATversion, providedbytheTexasNaturalResources

InformationSystem (TNRIS), usingESRI'sArcGIS10.5geographicinformationsystemssoftware.

PublishedinformationindicatestheFluviatileterracedepositstypicallyconsistofgravel, sand, siltand

clay. TheEagleFordGroupundividedtypicallyconsistsofshale,sandstone,andlimestone.

AsnotedontheSoilBoreholeLogs,groundwaterwasobservedinBoringsB-1andB-2during

drillingactivitiesatadepthsof24feetand23feet,respectively. Itshouldbenotedthatgroundwater

levelsmaynotremainstaticandwillfluctuateseasonallywithvariationsinprecipitationandsurficial

runoff. ThegroundwaterobservationsarepresentedontheSoilBoreholeLogs.

ANALYSESOFRESULTSANDRECOMMENDATIONSGENERAL

Foundationdesignshouldconsiderthetypeofconstruction, bearingcapacity, potentialexpansive

movementofthefoundationsoils, movementtoleranceofthestructureandassociatedfacilities, and

economyoffoundationconstruction. Itisourunderstandingthattheplannedconstructionconsistsof

theinstallationofamonumentandavideoboardsignage.Itisalsoourunderstandingthemonument

willbesupportedonashallowfoundationsystemandthevideosignageboardistobesupportedona

deepfoundationsystemduetopossiblylargelateralloads. Thesealternatefoundationsystemsare

discussedinthefollowingsections.



FSMOUNDATIONOIL OVEMENT

VerticalmovementofexpansivefoundationsoilsiscommonlyreferredtoasPotentialVerticalRise

PVR) andcanoccurduetoincreasesinsoilmoisturecontent. AcceptedmethodsofestimatingPVR

includetheuseofempiricalrelationshipsand/ortheresultsoflaboratoryswelltests.

AnempiricalmethodforestimatingPVRdevelopedbyGaryL. SchneiderandArthurR. Poor, P.E.,

PhD, "ThePredictionofSoilHeaveandSwellPressuresDevelopedbyanExpansiveClay", Research

ReportTR-9-74, UniversityofTexasatArlington, Texas, Nov., 1974, isbasedontherelationship

betweensoilplasticitypropertiesandmoisturecontent. Heavecanoccurwhenthesoilmoisture

increasesfromthe “dry” moistureleveltothe “wet” level. Theseconditionsareconsideredtheextreme

rangeinmoisturecontent. TexasDepartmentofTransportation (TxDOT) definesthe “dry” conditionas

0.2LL + 9, themoisturecontentfromwhichlittleshrinkageisexperienced, andwherevolumetricswell

potentialisgreatest. The “LL” variableisdefinedastheLiquidLimit. The “wet” condition (definedas

0.47LL +2) correspondstothemaximumcapillaryabsorptionobservedinlaboratorytestsonspecimens

moldedatoptimummoistureandsurchargedwithonepoundpersquareinch (psi) load. Thisisalso

analogoustomoisturecontentsfoundbeneatholdpavementsandotherlightlyloadedstructures.The

PVRfortheproposedmonumentstructureisdiscussedinthefollowingrespectivesection.

MSONUMENTTRUCTURE

SubsurfaceconditionsattheproposedmonumentstructureinstallationareawereevaluatedinBoring

B-2.Thesubsurfacematerialsweregroupedintostrataasfollows:

SoilLayerDepth (ft.) SoilDescriptionI0–5BrowntobrownandTanSandyCLAY(CL)

II5–35BrowntotanandgrayCLAY(CH)

III35–CompletionGraySHALE

ThematerialsofStratumIconsistsofbrownandtansandyclaytoadepthoffive (5) feetbelowthe

existingsurface. ThesandyclaysoilsofStratumIhavealiquidlimitofapproximately32witha

plasticityindexof17. TheshearstrengthoftheStratumIsoilsisapproximately2.4kippersquarefoot

ksf) andissuitableforlightlyloadedstructuresonshallowfootingsthatcantoleratesomemovements.

Ahighplasticitybrowntotanandgrayclay (StratumII) wasencounteredtoadepthofapproximately



35feet. TheclaysoilsofStratumIIhavealiquidlimitofapproximately84withaplasticityindexof

61. TheshearstrengthsoftheStratumIIsoilsrangefrom2.1kippersquarefoot (ksf) to3.7ksfandare

suitableforlightlytomoderatelyloadedstructuresondeepfoundationsystems. Theclaysoilis

underlainbygrayshaletothecompletiondepthoftheboring. ThegrayshaleofStratumIIIissuitable

formoderatelytoheavyloadedstructuresshouldadditionalbearingstrengthberequiredandstructural

movementnotbetolerated.

LaboratorydatafromBoringB-2, inthevicinityoftheproposedmonument, showthataverage

plasticitycharacteristicstogetherwiththeestimated “wet” and “dry” moisturecontentsareasfollows:

MoistureLiquidPlasticityContent, %

StratumLimitIndex“ wet”“ dry” BrownSandy 321717.015.4CLAYBrownCLAY 846141.525.8

Theaveragemoisturecontentsintheuppersoilswereobservedtobeatorabovethe “dry” moisture

condition. Maximumpotentialverticalrisebasedonthe “dry” moistureconditionintheunderlying

soilshasbeencalculatedtobeapproximately1.6inches. Differentialmovementfordesign

considerationsshouldbeontheorderoftwo-thirdsofthetotalPVR.

Basedontheresultsoffieldandlaboratorytestsandduetotherelativelysmallsizeandloadingof

themonumentstructure, itwouldnotbeeconomicaltosupportthestructureonadeepfoundation

systemortoremoveandreplacemoisturesensitiveclaysoilswithstablesoilstominimizevertical

and/ordifferentialmovementstolessthanapproximatelyoneinch. Therefore, itisrecommendedthat

themonumentstructurebesupportedonashallowfootingfoundedinthenaturalsandyclaysoiland

designedtotoleratedifferentialmovements. Therecommendedminimumfootingwidthis24inches

andmaybefoundedinthenaturalsandyclaysoilsbelowaminimumdepthof36inchesbelowcurrent

grade. Thebasefootingdimensionsshouldbedesignedsuchthattheresultantoftheverticalloadsfalls

withinthemiddleone-thirdofthebaseofthefooting. Thefootingshouldbeproportionedfora

maximumallowablebearingpressureof1,500psf.



Itshouldbeemphasizedthatsupportingthestructureonashallowfootingmayresultindifferential

movementsassociatedwiththeshrink/swellofthesoilsduetomoisturevariations. Thepotential

verticalriseofthefoundationsoilsattherecommendedfoundingdepthisapproximately1.3inches.

Sufficientreinforcingshouldbeprovidedinthefootingtoresistcrackingcausedbybendingmoments

createdbydifferentialmovements. Differentialmovementfordesignconsiderationsshouldbeonthe

orderoftwo-thirdsofthetotalPVR.ThePVRcalculationsarebasedonthemoisturelevelsatthe “dry”

conditionrepresentingthemaximumswellpotential.

BSVIDEOOARDIGNAGE

Subsurfacematerialsencounteredattheproposedvideoboardstructurelocationwereevaluatedin

BoringB-1.Theapproximatedepthanddescriptionofthesoilsencounteredintheboringareasfollow:

SoilLayerAverageDepth (ft.) SoilDescription

I0–2BrownCLAY (CH)

II2–8BrownandTanSandyCLAY(CL)

III8–12TanClayeySAND (SC) IV12–37.0BrownCLAY(CH)

V37–CompletionGraySHALE

ThematerialsofStratumIconsistofahighplasticitybrownclaytoadepthoftwo (2) feetbelowthe

existinggrade. Alowtomoderateplasticitybrownandtansandyclay, StratumII, wasthenencountered

toadepthofeight(8) feetbelowgrade. ShearstrengthoftheStratumIIsoilisapproximately2.5kip

persquarefoot (ksf). Thesandyclaysoilsareunderlainbylooseclayeysand(StratumIII)toadepthof

12feet. Thesesurficialsoilsareunderlainbyahighplasticitybrowntotanandgrayclay (StratumIV)

encounteredtoadepthofapproximately37feet. ShearstrengthsoftheStratumIVsoilsrangefrom1.4

kippersquarefoot (ksf) to3.8ksf. Adeepfoundationsystemcanbeutilizedseatedwithindeeper

portionsofthisstratum. Theclaysoilsareunderlainbygrayshaletothecompletiondepthofthe

boring. ThegrayshaleofStratumVaresuitableformoderatelytoheavyloadedstructuresshould

additionalbearingstrengthsberequired.

Itisourunderstandingdeepfoundationsystemsaretobeusedfortheproposedvideoboard

structure. Duetopossiblylargelateralloads, itisrecommendedthestructuresbesupportedonstraight



shaft, augerexcavated, castinplace, concretepiers (drilledshafts) ataminimumdepthof20feetbelow

existinggrade. Thepiersplacedattheappropriatedepthmaybeproportionedusingtheallowable

bearingpressuresandapplicableskinfrictionoradhesionvaluesaspresentedonPlate9.

Theskinfrictionvaluesshouldonlybeusedforthatportionofthedrilledshaftextendinggreater

thantenfeetbelowexistingelevation. TheallowablepressurespresentedonPlate9arebasedona

safetyfactor (F) equalto3, whichisgenerallypreferredandusedfornormal-design-loadservice

conditions. Alowervalueof2maybeappliedwhenpartsoftheloadsaretemporaryortransientsuch

aswind, earthquakeoriceloads.

Thepiermustbedesignedtowithstandlateralloads. Singlepiersareratherslenderelementsand

generallyarenotdesignedtocarryhighlateralloadswhichactperpendiculartotheiraxis. Apier

loadedlaterallydeflectsasapartiallysupportedcantileverbeam. Iftheloadsaresmalltheresistanceof

thesoilisreasonablyelastic. Ifthelateralloadisgreatenough, thesoilpressurewillexceedthesoil

strengthandthepiercouldfail. Theolderclassicaltheoriesofpassiveearthpressureagainstthepierare

notreliablefordetermininglateralresistanceforsinglepiers. Theoriesofpassivepressureassumetwo-

dimensionalorplanestrainshearwhilethelaterallyloadedpierwillfailinthree-dimensionalshearata

pressureexceedingthepassive. Moreover, thedeflectionaccompanyingfailureissogreatthata

structuresupportedbyalaterallyloadedpierwouldbeindistresslongbeforefailureofthepieris

reached.

Acceptablemethodsforcalculatingsafeallowablelateralforceshavebeendevelopedusing

computerprograms. LPILEisonesuchprogramdevelopedbyEnsoft, Inc. ofAustin, Texas, for

analyzingthebehaviorofpilesorpiersunderlateralloading. Theprogramisbasedonthefinite

differencemethod, andapproximates3Dsoil/pileinteractionthroughtheuseofnonlinearp-ycurves.

Deflection, shearmoment, andsoilresponsealongthepilearecomputed. RecommendedLPilesoil

designparametersforthesoilboringlocationsarepresentedonPlate9. Itshouldbenotedthatthe

cohesionvaluesintheupper10feetareonlyapplicabletothedesignofthepierunderlateralloading

conditions. Additionally, strengthvaluesofsoilsusedfordesignoflateralloadsaretobeneglectedin

theupperthree (3) feetofthesoilprofileduetoconstructiondisturbance.



Astraightsidedpiershouldbereinforcedforitsfulldepthwithaminimumamountofreinforcing

steelontheorderof1.0percentoftheshaftcross-sectionalarea. Reinforcementshouldbeadequateto

resisttensileforcesbasedonsoiladhesionequalto1,500psfoverthestraightportionofthepierin

contactwiththesoilinthezoneofseasonalmoisturechange.

Duetothepresenceoflooseclayeysandencounteredatapproximately8to12feet, atemporary

casingmayberequiredtostabilizetheholeduringconstructionofpiers. Theskinfrictionvalues

betweenadepthof8feetandthebottomofthecasingshouldbereducedby30percenttoaccountfor

disturbanceofthesoilduringthecasinginstallationandremoval.

Detailedobservationofthepierconstructionshouldbemonitoredbyaqualifiedengineering

techniciantoassurethatthepiersarefoundedintheproperbearingstratumandthatallsignificant

amountsofloosematerialshavebeenremovedpriortoconcreteplacement. Accumulatedwaterin

excessoftwoinchesmustberemovedpriortoplacementofconcrete. Ahopperand “tremie” shouldbe

utilizedduringconcretingtocontrolmaximumfreefallofthewetconcretetolessthantenfeet.

Sufficientconcrete (substantiallyabovethegroundwaterlevel) shouldremaininthecasingasthecasing

iswithdrawntopreventdiscontinuitiesfromformingwithintheconcretesection. Foranygivenpier

excavation, placementofsteelandconcreteshouldbecompletedwithinthesameworkday.

SSOLUBLEULFATES

Theresultsofthesolublesulfatetestsperformedonaselectedsamplesindicatethatsulfatesare

presentinthesubgradesoilsrangingfromlessthan100partspermillion (ppm) to140ppm. Published

informationindicatessulfatelevelsbelow3,000ppmareoflowconcern. Generally, theseobserved

sulfatelevelsdonotresultinharmfuldisruption, butonoccasionshavecausedlocalizeddistressoften

duetohighersulfateconcentrationsnotdetectedintesting. Theresultsofthesolublesulfatetestsare

shownontheSoilBoreholeLogsandtheSummaryofLaboratoryTestResults.

SPITEREPARATION

Sitepreparationmayrequirecutsandfillstobringthesitetodesiredgrades. Clearing, grubbing,

andstrippingoftrees, brush, organictopsoilandunsuitablematerialsshouldbeaccomplishedinall

constructionareasandallareastobefilled. Thestrippingdepthmayvaryfromaslittleasfourinchesin



grassedareastothreeormorefeetinwoodedareaswhereremovaloftreestumpsisinvolved. Usable

topsoilshouldbestockpiledforlateruseinlandscaping. Topsoilisdefinedasthesurfacesoillayer

containingorganicmatterandplantnutrients. On-sitesoilsmaybeusedasfillshoulditberequired.

Thefillsoilsmayalsoconsistofon-siteoroff-siteinorganicsoilswithaplasticityindexlessthan20

andshouldbeplacedinlooseliftsnotexceedingeightinchesinloosethicknessandshouldbe

compactedtoaminimumof95percentofthemaximumdrydensitydeterminedbyStandardProctor

ASTMD-698) testprocedures. Themoisturecontentofthefillatthetimeofcompactionshouldbe

fromplusonetoplusfourpercentoftheoptimumproctorvalue.

OBSERVATIONANDTESTINGManyproblemscanbeavoidedinthefieldifproperobservationandtestingservicesareprovided. It

isrecommendedthatconcreteplacementandinstallationofthepierbemonitoredbyaqualified

engineeringtechnician. Densitytestsshouldbeperformedtoverifycompactionandpropermoisture

contentofanyearthwork.Observationsandtestsshouldbeperformedpriortoandduringconcrete

placementprocedures.

LIMITATIONSTherecommendationspresentedinthisreportarebasedontheassumptionthatthesubsurface

propertiesintheconstructionareaarereasonablyuniformtothoseexhibitedwithintheborings. The

recommendationsandconclusionspresentedinthisreportshouldbereevaluatedbyTEAMConsultants,

Inc. shouldtherebeanychangesinthetype, design, location, orconditionsobservedduring

constructionoftheproposedproject.

ThisstudywasconductedfortheexclusiveuseofCityofGrandPrairie. Thereproductionofthis

reportoranypartthereof, inplansorotherdocumentssuppliedtopersonsotherthantheowner, should

bearlanguageindicationthattheinformationcontainedthereinisforgeneraldesignpurposesonlyand

notforbiddingpurposes, unlesssoindicated, andthattheownerandTEAMConsultants, Inc., arenot

liableforanymisrepresentationmadetherein.


ILLUSTRATIONS

Irving

Irving

LandfillRoadProjectLocation

DallasGrandPrairie

363030

36LeonardSt

GiffordSt

JohnsonSt

BowlesPark

Ü05001,0002,000Feet

MapcreatedusingESRIArcGIS10.5

SITEVICINITYMAPGEOTECHNICALINVESTIGATIONVIDEOBOARDSIGNS

TEAMConsultants, Inc. LANDFILLROADANDMACARTHURBLVD DATE: November2017CITYOFGRANDPRAIRIE, TEXAS

PLATE1

LandfillRoad B-2

B-1

Esri, HERE, DeLorme, MapmyIndia, © OpenStreetMapcontributors, andtheGISusercommunity

Ü037.575150Feet


GEOTECHNICALINVESTIGATION PLANOFBORINGSVIDEOBOARDSIGNS


PLATE2

ChamberlainStFairfaxDr

tW15thSQt

EOakdaleRddale ancheTrlCom

Irving

QtEHunterFerrellRd

RdnteerurFr

ProjectLocationLandfillRoad

QtQt Dallas

Qal

GrandPrairiedff30

Legend RinehartStPineSt

Quaternary EMainSt STSmallSt 180

STAlluvium (Qal) Qt 180

Fluviatileterracedeposits (Qt)

CretaceousEagleFordGroupundivided (Kef)

Dallas KefOtherWa

WaWater (Wa) Qt y

Ü00.512Miles


SITEGEOLOGICMAPGEOTECHNICALINVESTIGATIONVIDEOBOARDSIGNS


PLATE3

KEYTOSOILCLASSIFICATIONSANDSYMBOLSSOILTYPESAMPLETYPE

SandSiltClayGravel Undisturbed Auger Split No

SandySiltyClayey Spoon RecoveryPredominanttypeshownheavy

TERMSDESCRIBINGCONSISTENCYOFCONDITIONCOARSEGRAINEDSOILS

MajorportionretainedonNo. 200sieve)

Includes (1) cleangravelsandsandsdescribedasfine, mediumorcoarse, dependingondistributionofgrainsizesand (2) siltyorclayeygravelsandsands. Conditionisratedaccordingtorelativedensity, asdeterminedbylaboratorytestsorestimatedfromresistancetosamplerpenetration.

PenetrationResistanceDescriptiveRelativeBlows/Foot** TermDensity*

0 - 10Loose 0to40% 10 - 30Mediumdense40to70% 30 - 50Dense70to90% Over50Verydense 90to100%

Fromtestsonundisturbedsandsample140# hammer, 30-inchdrop

Relativedensityisalsousedtodescribeconditionoflowplasticity (PI<10) finegrainedsoilssuchassandysilts.

FINEGRAINEDSOILMajorportionpassingNo. 200sieve)

Includes (1) inorganicandorganicsiltsandclays, (2) gravelly, sandy, orsiltyclays, and (3) clayeysilts. Consistencyisratedaccordingtoshearingstrength, asindicatedbypenetrometerreadingsorbyunconfinedcompressiontestsforsoilswithplasticityindices > 10.

CompressiveStrengthDescriptiveTermTons/Sq. Ft. Verysoftlessthan0.25Soft0.25to0.50Firm0.50to1.00Stiff1.00to2.00Verystiff2.00to4.00Hard4.00andhigher

Note: Slickensidedandfissuredclaysmayhavelowerunconfinedcompressivestrengthsthanshownabove, becauseofplanesandweaknessorshrinkagecracksinthesoil. Theconsistencyratingsofsuchsoilsarebasedonpenetrometerreadings.

TERMSCHARACTERIZINGSOILSTRUCTURE

Fissured- containingshrinkagecracks, Slickensided- havinginclinedplanesofweaknessthatfrequentlyfilledwithfinesand areslickandglossyinappearance. orsilt; usuallymoreorlessverticalDegreeofslickensidedevelopment:

Sensitive- pertainingtocohesiveSlightlyslickensided- slickensidesarepresentatintervalsof1-2soilsthataresubjectfeetandsoildoesnoteasilybreakalongtoappreciablelossof theseplanes. strengthwhenremolded

Moderatelyslickensided- slickensidesarespacedatintervalesof1-2Laminated- composedofthinlayersfeetandsoilbreakseasilyalongthese

ofvaryingcolorandtextureplanes.

Interbedded- composedofalternateExtremelyslickensided- slickensidesarespacedatintervals4-12layersofdifferentsoiltypesinches, arecontinuousandinterconnected.

Soilbreakseasilyalongtheslickensides. Calcareous- containingappreciableResultingsizeofbrokenpiecesthreeto

quantitiesofcalciumcarbonatesixinches.

Wellgraded- havingwiderangeinIntenselyslickensided- slickensidesarespacedatintervalsoflessgrainsizesandsub- thanfourinchesandarecontinuousinallstantialamountsofalldirections. Soilbreaksdownalongplanesintermediateparticlesizesintonodules0.25 - 2inchinsize.

Poorlygraded- predominatelyofonegrainsize, orhavingarangeofsizeswithsomeintermediatesizemissing

TEAMConsultants, Inc. PLATE6

KEYTOROCKCLASSIFICATIONSANDSYMBOLSROCKTYPESAMPLETYPE

Limestone Dolomite Chalk Marl ShaleUndisturbed Rock Split No

Sandstone Conglomerate Granite Quartz Anhydrite Core Spoon RecoveryTERMSCHARACTERIZINGPHYSICALPROPERTIESOFROCK

BeddingCharacteristics: Texture: Massive- occurringinthickbeds, freefromminorDense- fine-grainedaphaniticrocksinwhichthegrain

jointsandlaminations, morethan100mm. sizegenerallyaverageslessthan0.05to0.1mm. inthickness

Fine- morethan50% byweightsmallerthan0.074mm. Thintomed.- occurringinrelativelythinlayersor indiameter (seenonlywithastronghandlensor

laminae, 2mm. to100mm. beddingplanesamicroscope)

Fissile- beddingwhichconsistsoflaminaelessthanMedium- majorityofgrainsizesbetween0.074and0.5mm. 2mm. inthickness, splitseasilyalongcloselyspacedparallelplanesCoarse- grainsizesrangefrom0.5to1.0mm.

crystalsarevisibletotheunaidedeye) Cross-bedded- arrangementoflaminationsofstratatrans-

verseorobliquetothemainplanesof Structure: stratificationofthestrataconcernedBedding- Flat (0oto15o); Gentlydipping (15oto30o)

Steeplydipping (30otovertical) Foliated- thelaminatedstructureresultingfromsegra-

gationofgranularandfinemineralsintoFractures,- brokensurfaceofmineralsorrockwhichdoeslayersparalleltotheschistosity (resultof scatteredoropennotexhibitcleavageorbeddingplanestheparallelarrangementofplatyandellipsoidalmineralgrains) Fractures,- showssignsofbrokenmineralsbutnowis

closelyspacedcementedPlaty- parallelarrangementofbroadorflatminerals

givingafoliation) byslablikeinclusions, Brecciated- rockmadeupofhighlyangularcoarsefragments- mineralogyortexture ( sheared & maybesedimentaryorformedbycrushingor

fragmented) grindingalongfaultsFragmental- consistingofbrokenmaterial, particularlythat

whichhasbeenmovedfrominplaceoforiginJoints- fracturesinrock, generallymoreorlessverticalortransversetobedding, alongwhichnoappre-

LithologicCharacteristics: ciablemovementhasoccurred. Clayey, Shaley,- ThelithologyisuseddescribingtheparentCalcareous (limy) rocksuchasashaleylimestoneorFaulted- fractureorfracturezonealongwhichtherehasSilliciouscarbonaceousshalebeendisplacementofthesidesrelativetooneSandy, Silty, anotherparalleltothefracture - thedisplace- PlasticSeamsmentmaybeafewinchesormanymilesCarbonaceous

Slickensides- polishedandstriated (scratched) surfacethatHardnessandDegreeofCementation: resultsformfrictionalongafaultplaneVerysoftor- canberemoldedinhand, correspondsin

plasticconsistencyuptoverystiffinsoilsDegreeofWeathering: Unweathered- rockinitsnaturalstatebeforebeingexposedto

Soft- canbescratchedwithfingernailatmosphericagents

Moderately - canbescratchedeasilywithknife; cannotSlightly- notedpredominantlybecolorchangewithnohardbescratchedwithfingernail weathereddisintegratedzones

Hard- difficulttoscratchwithknifeWeathered- completecolorchangewithzonesofslightlydecomposedrock

Veryhard- cannotbescratchedwithknifeExtremely- completecolorchangewithconsistency, texture,

Poorlycementedandgeneralappearanceapproachingsoilorfriable- easilycrumbles

SolutionandVoidConditions: Cemented- boundtogetherbychemicallyprecipitatedSolid- containsnovoids

materialoccurringintheintersticesbetweenallogenicparticlesofrock- quartz, calcite, Vuggy (pitted)- cavitiesinrockdolomite, sideriteandironoxidearecommoncementingmaterialsVesicular- containingvoids, pores, interstices, orother

openingswhichmayormaynotinterconnectSwellingProperties: SwellingandNon-SwellingCavities- solutionalconcavityinlimestonecaves, the

outlineofwhichisdeterminedbyajointorSlackingProperties: joints - alsoappliedtosmallhollowsinNon-SlackingcavernouslavaSlacksslowlyonexposureSlacksreadilyonexposureCavernous- containingcavitiesorcaverns, sometimesquite

large - mostfrequentinlimestonesanddolomites


ModulusofEstimatedSubgradeLateralReactionkcf) 360199549346528304

sK

PressuremeterModulusofElasticity/ EstimatedModulusksf) 527110821223420265

Strain 0.004740.012560.004640.010760.008730.00797in/in) Stress@50% 50

DeformationStress0.02480.07370.02710.06310.05100.0466@50% in.)

CohesionorShearStrengthtsf) 1.250.691.911.201.841.06

SUMMARYOFLABORATORYTESTRESULTSLANDFILLROADANDMCARTHURBLVD

CompressiveUltimateStrengthCITYOFGRANDPRAIRIE, TEXASGEOTECHNICALINVESTIGATIONtsf) 2.501.383.812.403.672.11

VIDEOBOARDSIGNSSulfatesSolubleppm) 100140

200SievePassing

19.4

PI 1761AtterbergLimits

1523PL

LL3284

11.620.624.526.522.414.527.319.622.919.9MC

WeightWet pcf) 137.6125.0118.1117.5131.2121.2131.2121.8125.0Unit

TanandGrayCLAY, shaleyBrownandTanSandyCLAY

BrownSandyCLAYTanClayeySANDBrownCLAYBrownCLAYBrownCLAYBrownCLAYGraySHALEGraySHALEDescription

Soil

Depth 18-2033-3539-4018-2033-3538-39ft.) 8-108-103-42-4

BoringNo. B-1B-2


psf) 2Cohesion isonlyapplicable tolateral loadingduringpierdesignand nottobeusedfor verticalloading. Strength valuesusedfor design oflateral loadingare tobeneglected intheupperthreeTheaboveallowablepressuresarebasedonasafetyfactor (F) equalto3, whichisgenerallypreferredandusedfornormal-design-loadserviceconditions. Alowervalueof2maybeappliedSkinFrictionorVERTICALLOADINGPRESSUREFORALLOWABLE3 1,700130560Adhesion

Bearing 10,000StrengthEnd 4,200psf)

StrengthSOILPARAMETERSCohesionorShear 1,0001,0001,4003,300psf)

FrictionInternaldeg) 30

1LATERALLOADING)

LateralModulusReaction (Ks) ofSubgrade

1,000kcf) 150150125200

LANDFILLROADANDMCARTHURBOULEVARD

ModulusofPress. Modulus/ Elasticity (Es) GEOTECHNICALINVESTIGATIONCITYOFGRANDPRAIRIE, TEXAS 1,000ksf) 150150125200

LPILESOILINPUTDATAVIDEOBOARDSIGNSWeightMoistUnit pcf) 120120120120125

GroundwaterDuringDrillingGroundwater Observed@Depthto whenpartsoftheloadsaretemporaryortransientsuchaswind, earthquakeoriceloads. 24.0Feet

3) feetofthesoilprofileduetodesiccationandconstructiondisturbance.

BrownandTanSandyCLAY

TanClayeySANDSoilDescriptionBrownCLAYBrownCLAYGraySHALENoSafetyFactorsappliedtoSoilParameters

Completiondepthofboring

DepthtoBottomofSoilLayer Comp. ft.) 12.037.02.08.0

NOTE:Comp.: 1IIIIII IV 2VSoilLayerNo.

BoringNo. B-1


APPENDIXAFIELD & LABORATORYTESTPROCEDURES

FIELD & LABORATORYTESTPROCEDURESStandardfielddrillingandsamplingproceduresandlaboratorytestingproceduresaredescribedinthefollowingparagraphs.

FDASIELDRILLINGNDAMPLING

Boringsareadvancedinsoilformationsbyeitheraugerorwashdrillingmethods. Soilsampleswereobtainedatthedesignatedsamplingintervalsusingthefollowingsamplingtechniques.

USNDISTURBEDAMPLESUndisturbedsamplesofcohesivesoilsareobtainedusingaShelbytubesampler. Thesamplerisa

three-inchdiameter (O.D.), thin-walledsteeltubewhichispushedintocohesivesoilsusingthehydraulicpulldownandweightofthedrillrig. ShelbytubesamplingproceduresareingeneralaccordancewithASTMMethod D-1587. RecoveredShelbytubesamplesareextrudedinthefield, logged, andfinallysealedairtightinplasticbags.

Theconsistencyofundisturbedcohesivesoilsamplesisevaluatedinthefieldusingapenetrometer. Thisdevicemeasuresthepressurenecessarytopusha0.25-inch-diameterpistonintotheundisturbedspecimen. Theresistanceat0.25-inchpenetrationhasbeencorrelatedwiththelaboratoryunconfinedcompressivestrength; thus, arepresentativeestimateofsoilconsistencyisobtained. ThepenetrometerresultsaretabulatedontheSoilBoreholeLogs. Themaximumcapacityofthepenetrometeris4.5tsf.

DSISTURBEDAMPLESSplit-BarrelSamples (StandardPenetrationTest)

Soilsmaybesampledutilizingatwo-inchdiameter, split-spoonsamplerinconjunctionwiththeStandardPenetrationTest (ASTMD-1586). Thistestutilizesa140poundhammerthatdropsafreefallverticaldistanceof30inches. Thenumberofblowsrequiredfor18inchesofpenetrationisrecordedforeachsix-inchincrementandeitherthevalueforthelast12-inchesofpenetration, thepenetrationobtainedwithin100blows, orthepenetrationachievedwhenatotalof50blowshavebeenappliedduringanysix-inchincrement, whicheveroccursfirst, isreportedasthestandardpenetrationvalue.

AugerSamplesDisturbedsoilsamplesareobtainedfromsoilcuttingsbroughttothegroundsurfacewhileadvancing

aboringwithsix-inchdiameter, continuous-flightaugers. Therecoveredsoilsamplesaresealedinplasticbags. Inaddition, bulksamples, usuallyweighing50to75pounds, areobtainedatselectedaugerboringlocationstoprovideasufficientquantityofsoilforperforminglaboratorytestsonremoldedspecimens.

RockCoreSamplesIninstanceswherecoringisnecessarytoadvanceboringsthroughrockformations, rockcoringis

performedusinga "NX" double-tubecorebarrelequippedwithatungstencarbideordiamonddrillbit. Thediameteroftherecoveredrockcoresgenerallyrangesfrom1.875inches ("NX" wirelinesize) to2.125inches (standard "NX" size) dependingupontheparticulartypeof "NX" corebarrelemployed. Rockcoresaresealedinplasticandplacedincardboardorwoodencoreboxes. Theamountofcorerecovered (REC), expressedasapercentageofthecoringinterval, istabulatedattherespectivedepthsonthelogsofboring. Anindexormeasureofthequalityofarockmass, termedtherockqualitydesignation (RQD) andcomputedbysummingthelengthsofintactpiecesofcore > 10cm. inlength, expressedasapercentageofthecoringinterval, isalsotabulatedattherespectivedepthsonthelogsofboring.

L TABORATORYESTSLaboratorytestsareperformedusingthefollowingtestingprocedures:

CTLASSIFICATION ESTSFieldclassificationofsoilsamplesandrockcoresisverifiedinthelaboratorythroughvisual

classificationofsamplesbyaqualifiedgeotechnicalengineerorgeologist. Samplesareclassifiedaccordingtocolor, texture, predominantmaterialtype, andconsistency (ifsoil) orhardness (ifrock).

Laboratorytestsareperformedonrepresentativesoilsamplestodeterminenaturalmoisturecontent, liquidandplasticlimits, andpercentpassingtheNo. 200meshsieve. ThesetestsareperformedingeneralaccordancewithASTMMethodsD-2216, D-4318, andD-422, respectively. Classificationtestresultsaretabulatedatthecorrespondingsampledepthsontheboringlogsandarealsoshownonthegeneralizedsoilprofiles.

BoththesoilclassificationtestresultsandthevisualclassificationsareusedtodeterminetheUnifiedSoilClassificationSystemsymbol(s) foreachgeneralizedsoilstratum. Thesesymbolsareshownonthelogsofboringatthelowerrightcornerofeachstratumundertheheading "SoilDescription". ProceduresfordeterminingtheUnifiedSoilClassificationareinaccordancewithASTMMethodD- 2487.

UCTNCONFINEDOMPRESSIONESTSUnconfinedcompressiontestsareperformedonundisturbedcohesivesoilspecimenstrimmedfrom

samplesextrudedfromShelbytubesorPitcherbarreltubes. Inthistest, acylindricalspecimenhavingaheight-to-diameterratioofapproximately2.0issubjectedtoanaxialloadwithoutlateralconfinement. Theaxialloadisappliedatauniformstrainrateof0.025inchperminuteuntilthepeakcompressivestressisreached. Theshearstrengthisequaltoone-halfthepeakcompressivestress. TestproceduresfollowcriteriaspecifiedbyASTMMethodD-2166. Compressivestrengthsdeterminedfromthesetestsaretabulatedatthecorrespondingsampledepths. Thenaturalmoisturecontentanddrydensityofeachspecimenarerecordedoppositethestrengthvalues.

UnconfinedcompressiontestsarealsoperformedonintactrockcorespecimensinaccordancewithASTMMethodD-2938. Testresultsarereportedasindicatedintheprecedingparagraph. CCTONFINEDOMPRESSIONESTS

ConfinedcompressiontestsareperformedonundisturbedsoilspecimenstrimmedfromsamplesextrudedfromShelbytubesorPitcherbarreltubes. Inthistest, acylindricalspecimenhavingaheighttodiameterratioofapproximately2.0issubjectedtoanaxialloadwithalateralconfiningpressureapplied. Aconfiningpressure, equaltotheeffectiveoverburdenpressure, isappliedwithoutallowingdrainageofthespecimen. Useoftheconfiningpressureisintendedtopreventprematurefailureofthespecimenduringloadingduetoslickensides, unconsolidatedsiltorsandlenses, etc. Followingapplicationoftheconfiningpressure, thespecimenissubjectedtoanaxialloadwhichisappliedatauniformstrainrateofabout0.025inchperminuteuntilthepeakcompressivestressisreached. Theshearstrengthisequaltoone-halfthepeakcompressivestress. TestproceduresareingeneralaccordancewithcriteriaspecifiedbyASTMMethodD-2850. Compressivestrengthsdeterminedfromthesetestsaretabulatedatthecorrespondingsampledepths. Thenaturalmoisturecontentanddrydensityofeachspecimenarerecordedoppositethestrengthvalues.

DSTIRECTHEARESTSConsolidated-draineddirectsheartestsareperformedonspecimenstrimmedfromeitherundisturbed

samplesorremoldedsamplestodefinestrengthparameterscorrespondingtothedrainedoreffectivestresscondition. Inthistest, aspecimen (0.75-inchthickand2.5inchesindiameter) issubjectedtoanormalstress, inundated, andallowedtoconsolidate. Horizontalshearingloadsarethenappliedata

4sufficientlyslowrate (approximately1.5x10in/min) toensurethatcompletedrainageofthespecimenoccursduringshear. Threedifferentvaluesofnormalstressareappliedtothreeseparatespecimensandthemaximumshearingstrengthismeasuredforeachnormalstress. Afterinitialshear, thepeakstrengthisdefinedandthespecimensarerepeatedlyshearedtodefinetheminimumorresidualstrength. TestproceduresareingeneralaccordancewithcriteriaspecifiedbyASTMMethodD-3080. Aplotofshearingstrength, asafunctionofnormalstress, definestheangleofinternalfriction, andcohesion, c, ofthespecimenforboththeinitialandresidualshearstrengths.