Waterproofingofnaturalmaterialsto

improvebearingcapacity

HaydenCurran

October2016

Athesissubmittedinfulfilmentoftherequirementforthedegreeof

BachelorofEngineering(Civil)(Honours)

SchoolofScience,EducationandEngineeringUniversityoftheSunshineCoast

AsSupervisedby

ProfessorJohnYeaman

InAssociationwith

AustrablendConsolid,BrisbaneCityCouncilandPavementManagementServices

FinalReport

i

ABSTRACT

Naturalsoilisbothacomplexandvariablematerial.Yet,becauseofitsuniversalavailability

and its low cost of winning, it offers great opportunities for skilful use as an engineering

material.Alteringthepropertiesoftheexistingsoilsoastocreateanewsitematerialcapable

ofbettermeetingtherequirementsofthetaskinhand.Duetothegreatvariabilityofsoils,no

one method is ever successful in more than a limited number of soils. It must also be

recognisedthat“stabilisation”isnotnecessarilyamagicwandbywhicheverysoilpropertyis

changedforthebetter.

ThisprojectwasafieldtrialconductedatBracalbaQuarryinwhicharoadwasconstructedand

was stabilisedwith the Consolid system. Thiswas continuedwork on from the laboratory

resultsattainedbypreviousstudentSamFitzpatrickontheConsolidsysteminwhichhefound

thattherewasmeritintheimprovementtomaterialswhichhadahigherclaycontentwiththis

stabilisation.Therefore,thisstudyaimedatusingatype2.5unboundgranularmaterialinthis

trial, which was identified by the quarry. Pavement testing and Moisture gauges were

conductedandfittedonthesitetogiveananalysisoftheperformance.

ConsolidSystemistwoproducts,theConsolid444liquidandSolidrypowder.Asmentioned

thismethod is recommended for use in clayey silty soil aswell as flooded areas. The site

locationwasatthe,BracalbaQuarry,Daguilar,QueenslandandwasprovidedbytheBrisbane

CityCouncil.Thetrialsiteisusedastheprimaryentrytothequarry,andthecontrolsitethat

was used acts as the exit from the quarry, however they run parallel to each other. The

determinedprofileofthetrialsiteconsistsofa250mmlayeroftreatedmaterialbrokeninto

two 125 mm layers, on top of a 150mm subbase and then a subgrade. The control site

consistedof400mmbasematerialonthesubgrade.

Previous laboratorystudyshowedan increase in thetreatedsamplesmodulusover thatof

untreated,thistestsiteisabletosupportthistheoryastheresultscorrelatedtothemodulus

results found in the laboratory. Rainfall data and the impact on themoisture contentwas

observedthroughouttheperiodofthisstudy.Therewasconsistencyintheresultsfromthe

ABSTRACT

ii

controlsiteaswell.Thisisimportanttoestablishthatthedataisaccuratefromtheequipment

andtestingisverifiable.

Inconclusionthisfieldstudydoessupporttheresultsthatwerefoundinthelaboratoryforthis

particularsiteandovertheperiodoftesting.Themodulusprovedto increaseovertimeas

well.Theimportanceofthisfieldtrial istosupportthata lowqualitygranularmaterialcan

achieveahighstrengthprovidedmoisturecanbeinhibited.

iii

ACKNOWLEDGEMENTS

ThisfinalyearthesisistheculminationofmyBachelorofEngineering(Honours)degree,which

consistedoffourlongyearsofstudy.Thecompletionofmydegreehasbeenmadepossibleby

manyindividualsandorganisationsthatprovidedintegralknowledgeandsupportthroughout

theyears.Iwouldliketothankallthosethathavebeeninvolvedthroughoutthedurationof

studies and especially to those that have assisted and taken an interest in my final year

researchproject.

Iwouldfirstlyliketoacknowledgeandthankmyacademicsupervisor

Professor John Yeaman – John your wealth of knowledge and endeavouring enthusiasm

throughoutmy finalyearprojecthashelpedmetoremain focusedandontarget. Igreatly

appreciatealltheadviceandsupportyouhavegivenme.

IwouldliketothankAustrablendasmyindustrypartner.Theyhaveputfaithinmyabilityto

conductafieldstudyontheirproducttohelpbetterunderstanditsbenefitsintheAustralian

climate.

MikeFarrar–Iwouldliketoacknowledgethepatienceandpersistenceyouhavehadinme

throughout the course of this project and in representing your product for my final year

project.

BrisbaneCityCouncilandGregStephensonhavebeenessentialtothisprojectaswithouttheir

supportoftheproductthefieldtrialmaynothavetakenplace.AlongwiththecouncilIwould

alsoliketogiveaspecialmentiontoPeterHarristheBracalbaQuarrymanagerwhoprovided

histimewhenrequestedbymyselfforthetestingofthisproject.

Iwould like to thankPavementManagementServices for their timeandequipment in the

participation in providing the testing for field study. They have also providedmewith an

undergraduatejobwhichhasallowedmefinancialandworkfreedomforthisfinalyearproject

andhasallowedmetolearnthetestingequipmentandawealthofknowledge.

ACKNOWLEDGEMENTS

iv

Ernesto Urbane – I would like to thank you for providing me with guidance and an

understandingoftheconceptsinvolvedinpavementtestingandIhopetotakeallthatIhave

learntwithmeintothefuture.

Finally, I would like to thank my dearest family. Without their support and continuous

encouragementformetostriveandachievemybestallthiswouldnothavebeenpossible.

Danielle,Liam,Sophie–Tomysiblingsthathaveconstantlychallengedmetodomybest.We

havealwaysbeencloseandIknowIcouldcountonanyoneofyouforsupport.

Dad–Thankyouforyourconstantsupportandadvicethatyouhaveprovidedmewith,Ialways

knewIcouldcountonwhenIneededitmost.

Mum–Youhavealwaysbeenmybiggestsupporterandithasneverbeenwavered.Thankyou

forallthesacrificesyouhavemadeforme.

Georgia–Tomywonderfulgirlfriendwhohasbeentherefromthestartofallthis.Youhave

caredformeandencouragedmetocontinuethroughthis.Everythingyouhavedoneforme

hasbeenimmenseandIamcompletelygrateful.

v

NOMENCLATURE

τ ShearStrengthc Cohesionσ Stressφ AngleofInternalFrictionγ UnitWeightρ Densityg Gravityv Volumem Mass

vi

TABLEOFCONTENTS

ABSTRACT.......................................................................................................................................i

ACKNOWLEDGEMENTS...............................................................................................................iii

NOMENCLATURE..........................................................................................................................v

TABLEOFCONTENTS...................................................................................................................vi

LISTOFFIGURES..........................................................................................................................ix

LISTOFTABLES.............................................................................................................................xi

1.0 INTRODUCTION............................................................................................................-1-1.1 OutlineofInvestigation.........................................................................................................-3-1.2 Background...........................................................................................................................-5-1.3 Objectives..............................................................................................................................-7-

2.0 LITERATUREREVIEW....................................................................................................-8-2.1 FundamentalsofPavementStabilisation..............................................................................-8-2.1.1 PrinciplesofSoilStabilisation................................................................................................-8-2.1.2 Structures..............................................................................................................................-9-2.1.3 Mechanistic–EmpiricalDesign.............................................................................................-9-2.2 Subgrades............................................................................................................................-10-2.2.1 CaliforniaBearingRatio.......................................................................................................-10-2.2.2 ResilientModulus................................................................................................................-10-2.2.3 Permeability........................................................................................................................-11-2.2.4 SoilSuction..........................................................................................................................-12-2.3 TestingTechniques..............................................................................................................-12-2.3.1 FallingWeightDeflectometerTesting.................................................................................-13-2.3.2 Elmod6................................................................................................................................-14-2.3.3 MoistureSensors.................................................................................................................-15-2.3.4 AtterbergLimits...................................................................................................................-16-2.3.4.1 ShrinkageLimit................................................................................................................-16-2.3.4.2 PlasticLimit.....................................................................................................................-17-2.3.4.3 LiquidLimit......................................................................................................................-17-2.3.4.4 PlasticityIndex................................................................................................................-17-2.3.5 MaximumDryDensity(MDD).............................................................................................-17-2.3.6 OptimumMoistureContent(OMC)....................................................................................-18-2.4 StabilisationAdditives.........................................................................................................-20-2.4.1 MechanicalStabilisation.....................................................................................................-20-2.4.2 CementitiousStabilisation..................................................................................................-21-2.4.3 LimeStabilisation................................................................................................................-23-2.4.4 BituminousStabilisation......................................................................................................-24-2.4.5 FoamBitumen.....................................................................................................................-25-2.4.6 BitumenEmulsion...............................................................................................................-25-2.4.7 OtherTypesofStabilisation................................................................................................-26-2.4.7.1 DryPoweredPolymers(DDP).........................................................................................-26-2.4.7.2 ChemicalDustSuppression.............................................................................................-26-2.5 ConsolidSystem..................................................................................................................-27-2.5.1 Consolid444(C444)............................................................................................................-27-2.5.2 Solidry..................................................................................................................................-28-2.6 Stabilisationprocedures......................................................................................................-28-

vii

2.6.1 PlantMixedStabilisedMaterials.........................................................................................-29-2.6.2 InsituStabilisation...............................................................................................................-30-2.7 ResilientModulus................................................................................................................-30-2.7.1 ResilientModulusInfluences..............................................................................................-31-2.7.2 Compaction.........................................................................................................................-31-2.7.3 StressState..........................................................................................................................-31-2.7.4 MoistureContent................................................................................................................-31-2.8 MaterialGrading.................................................................................................................-31-2.9 BenefitsofStabilisedMaterials...........................................................................................-32-

3.0 METHODOLOGY.........................................................................................................-33-3.1 InvestigationMethodOverview..........................................................................................-33-

3.1.1 PriortoTreatment..........................................................................................................-33-3.1.2 FollowingTreatment.......................................................................................................-33-3.1.3 FinalAnalysis...................................................................................................................-34-

3.2 RoadConstruction...............................................................................................................-35-3.3 QualityTesting....................................................................................................................-37-3.3.1 TreatmentwithConsolid444..............................................................................................-37-3.3.2 TreatmentwithSolidry........................................................................................................-38-3.4 Construction........................................................................................................................-38-3.4.1 Watering..............................................................................................................................-38-3.4.2 Levelling..............................................................................................................................-39-3.4.3 PlacingandCompaction......................................................................................................-39-3.5 MaterialsSamples...............................................................................................................-40-3.5.1 Consolid444........................................................................................................................-40-3.5.2 Solidry..................................................................................................................................-40-3.5.3 ApplicationRates................................................................................................................-41-3.6 FallingWeightDeflectometer.............................................................................................-42-3.7 InstallationofMoistureGauges..........................................................................................-42-3.8 CalibrationofMoistureGauges..........................................................................................-43-3.9 PlantEquipment..................................................................................................................-44-

4.0 RESULTS.....................................................................................................................-46-4.1 PavementProfile.................................................................................................................-46-

4.1.1 TreatedMaterialProfile..................................................................................................-46-4.1.2 ControlMaterialprofile..................................................................................................-47-

4.2 ParticleSizeDistribution.....................................................................................................-48-4.3 LaboratoryCBRandMoistureDensity................................................................................-50-4.4 AtterbergLimits...................................................................................................................-51-4.5 FWDDeflectionResults.......................................................................................................-51-4.6 BackcalculationfromELMOD6............................................................................................-52-4.6.1 TreatedMaterial.................................................................................................................-52-4.6.2 ControlSite..........................................................................................................................-55-4.7 ResilientModulus................................................................................................................-57-4.7.1 TreatedMaterialSite..........................................................................................................-57-4.7.2 ControlMaterialSite...........................................................................................................-58-4.8 PermanentDeformationofSubgrade.................................................................................-59-4.9 MoistureReadings..............................................................................................................-60-4.10 SummaryofResults.............................................................................................................-62-

5.0 DISCUSSION...............................................................................................................-63-5.1 TreatmentProcedure..........................................................................................................-63-

5.1.1 Application......................................................................................................................-64-

viii

5.2 ControlSite..........................................................................................................................-66-5.3 Treatedmaterial..................................................................................................................-67-

5.3.1 ModulusImprovements..................................................................................................-69-5.4 ParticleSizeDistribution.....................................................................................................-69-5.5 CompareLaboratoryandFieldtests...................................................................................-70-5.6 MoistureReadings..............................................................................................................-71-5.7 VisualInspection.................................................................................................................-72-

6.0 CONCLUSION.............................................................................................................-73-

7.0 RECOMMENDATIONS................................................................................................-74-

REFERENCES...........................................................................................................................-75-

APPENDICIES..........................................................................................................................-78-AppendixA–LogBook.....................................................................................................................-78-AppendixB–GanttChart.................................................................................................................-83-AppendixC–Materialtesting..........................................................................................................-84-AppendixD–FWDdeflectionresults...............................................................................................-87-AppendixE–Verticalstraincalculation&SAR’s..............................................................................-91-AppendixF–InstallationofMoisturesensors.................................................................................-99-AppendixG–PreviousmaterialforLaboratoryTesting...............................................................-100-AppendixH–Materialsuppliedtosite.........................................................................................-101-AppendixI–PosterPresentation..................................................................................................-102-

ix

LISTOFFIGURES

Figure1.1-SiteLocation,BracalbaQuarry..........................................................................-4-Figure1.2-TrialsectionpriortoConsolidapplication.........................................................-4-Figure1.3-Soilphasediagramforoptimumcomposition..................................................-5- Figure2.1-Typicalloadfromaresilientmodulustest.....................................................-11-Figure2.2-Modesfordeterminingsubgradesupport......................................................-13-Figure2.3-FallingweightDeflectometersetup................................................................-14-Figure2.4-ELMOD6interfaceforanalysis........................................................................-15-Figure2.5-AtterbergLimits...............................................................................................-16-Figure2.6-Compactioncurve...........................................................................................-18-Figure2.7-Zeroairvoidscompactiontestsresults...........................................................-19-Figure2.8-Limestabilisationeffectivecurve....................................................................-24-Figure2.9-Foambitumenprocess....................................................................................-25-Figure2.10-ConsolidSystemimprovements....................................................................-28- Figure3.1-Sectionboxedoutto250mm….......................................................................-36-Figure3.2-Materialisspreadonmixingpad....................................................................-36-Figure3.3-MaterialtreatedwithC444…..........................................................................-36-Figure3.4-Graderwindrowsmaterial…….........................................................................-36-Figure3.5-Transportedmaterialtosite….........................................................................-36-Figure3.6-Materialplacedandspread…….......................................................................-36-Figure3.7-MaterialtreatedwithSolidry…….....................................................................-36-Figure3.8-Trialsitecompacted………………........................................................................-37-Figure3.9-Consolid444sample.......................................................................................-40-Figure3.10-Solidryqualitytest.........................................................................................-41-Figure3.11-PositionofMoisturesensorsinmaterial......................................................-42-Figure3.12-TractorandPowerHarrow............................................................................-44-Figure3.13-Materialtiptruck..........................................................................................-44-Figure3.14-Smoothdrumroller.......................................................................................-44-Figure3.15-Waterspraytruck..........................................................................................-45-Figure3.16-Frontendloader............................................................................................-45-Figure3.17-Grader...........................................................................................................-45- Figure4.1-Finaltrialsectionafterconstruction...............................................................-46-Figure4.2-Trialpavementprofile.....................................................................................-47-Figure4.3-Controlpavementprofile................................................................................-47-Figure4.4-Particlesizedistributionresults,Test1...........................................................-48-Figure4.5-Particlesizedistribution,Test2......................................................................-49-Figure4.6-LaboratorysoakedCBR...................................................................................-50-Figure4.7-Laboratoryoptimummoisturecontent..........................................................-50-Figure4.8-ElasticModulusCalculatedforConsolidtrialsite..........................................-57-Figure4.9-ElasticModulusCalculatedforControlsite....................................................-58-Figure4.10-MoistureSensorreadingsagainstannualrainfalldata.................................-60-

x

Figure4.11-MoistureSensorreadingsagainstelasticmodulusforTrialsite..................-61- Figure5.1-DistributionofC444........................................................................................-64-Figure5.2-ApplicationofSolidry25kgbags.....................................................................-65-Figure5.3-Solidrydustingfromharrowing.......................................................................-65-Figure5.4-Overcompactionsurfacecracking..................................................................-67-.Figure5.5-Firstvisualinspection(22ndApril2016)….....................................................-68-Figure5.6-Secondvisualinspection(20thMay2016)…...................................................-68-Figure5.7-Thirdvisualinspection(8thJuly2016)…………………………………………………………-68-Figure5.8-Fourthvisualinspection(14thSeptember2016)..........................................-68-

xi

LISTOFTABLES

Table2.1-TypesofStabilisationandbenefits...................................................................-22- Table4.1-Particlesizedistribution,test1results.............................................................-48-Table4.2-Particlesizedistribution,test2results............................................................-49-Table4.3-AtterbergLimitsfortheType2.5granularmaterial.........................................-51-Table4.4-ElasticModulusresultsfromTrailFWDtesting(1)..........................................-52-Table4.5-ElasticModulusresultsfromTrailFWDtesting(2)..........................................-53-Table4.6-ElasticModulusresultsfromTrailFWDtesting(3)..........................................-53-Table4.7-ElasticModulusresultsfromtrialFWDtesting(4)...........................................-54-Table4.8-ElasticModulusresultsfromControlFWDtesting(1).....................................-55-Table4.9-ElasticModulusresultsfromControlFWDtesting(2).....................................-55-Table4.10-ElasticModulusresultsfromControlFWDtesting(3)...................................-56-Table4.11-ElasticModulusresultsfromControlFWDtesting(4)...................................-56-Table4.12-Numberofcyclestillfailure(SAR's)................................................................-59- Table5.1-MRTS05UnboundPavementsgradingcomparisontotrialsample.................-70-Table5.2-Reportedlaboratoryresultsfrompreviousstudy............................................-71-

-1-

1.0 INTRODUCTION

Soilsareoneofthemostancientconstructionmaterialsandhavebeenusedwidelyduetothe

lowcost,availabilityandtheeasyworkability.Thewidevarietyofapplicationsextendnotjust

inroadconstructionhoweverforalltypesofbuildinginstances.Certainsoilsinanuntreated

statecanbeinefficientandlackthestrengthandthestabilitywhichinturncanleavethem

unsuitable for the requirements that are needed in the application of their construction

(INGLES,1972).Thiscanimposethelimitationsoftheinsitupropertieswhichleavestheoption

toeitherreplacethesoilcurrentlyavailablebyanothermaterial,whichreachesthespecific

requirementsortoincreasethepropertiesbytheprocessofstabilisation(INGLES,1972).The

stabilisation process is the addition of material to the existing material to enhance the

propertiesof thepavement.Stabilisationmaterialscan includetheuseofproductssuchas

cement,lime,blendedcements,bitumenandchemicalsaswellasadditionalgranularmaterial

whichimprovesthegradingofthesoilandhencetheinter-particlefriction.

SoilstabilisationbegantobeacceptedinAustraliainthe1940sandhastakenoffsincethen.

Theprocesshaditsusagesasitwascarriedoutforroadconstruction,rehabilitationandheavy

patching inroadmaintenancethroughoutnotonlyAustraliabutworldwide(INGLES,1972).

Australia has a vast network of roads both that are sealed and unsealed. Cost effective

solutions are generally imperative for road construction as there are generally restricted

budgets on road assets to help keep themmaintained. This also includes the impacts of

environmentalandsocialcosts.Thoughstabilisationhasprimarilybeenusedinroaddesignit

isalsousedintheconstructionofrailways,airfields,infrastructure,damsandmining(INGLES,

1972).

Australiastandardssetguidelinesforpavementmaterialintheirapplicationinconstruction.

Thisprocess isabletotakeadvantageofunsuitablematerialandtransformittoallowitto

conformtothestandards.Oneofthemainbenefitsisbeingabletorecyclethesematerials

which reduces the need for excavation, transportation and the replacement of alternative

material.StabilisationhasbeenadoptedinAustraliaduetoanumberofincreasingissuessuch

asincreasedtrafficvolumes,thenumberofheavyvehiclesonAustralianroads,innovative

1.0INTRODUCTION

-2-

methodsusedforpavementdesign,thebenefitstowardsenvironmentalandsocialparameters

duetotheconstructionefficienciesandthereducedtrafficdisruptioninstabilisation(INGLES,

1972).Whilststabilisationisstillmostoftenthoughtofinthecontextofroadconstruction,as

knowledgeoftechniqueshasincreasedsohastherangeofapplication;fromhighwaystodeep

excavations, fromdustpreventiontotrenchreinstatement.Thepresent increasingconcern

withtheenvironmentmustalsoleadtoincreasinguseofstabilisationforslopeprotectionand

erosioncontrol.

1.0INTRODUCTION

-3-

1.1 OutlineofInvestigation

This investigation has engaged the University of the Sunshine Coast Engineering into a

collaborativearrangementwithBrisbaneCityCouncil,AustrablendAustraliaandConsolidof

Switzerland,aswellasPavementManagementServicestoimplementapilotstudyofanew

stabilisationmaterialforuseinroadmakingtopreventtheintrusionofmoisture.Ifsuccessful,

this investigationwill thenaim for the results tobe integrated intopavementconstruction

guidelinesthroughoutAustraliaandthestandardssetforpavementdesign.

Previouslyin2015,adesktopstudywasundertakenbyafinalyearstudentfromtheUniversity

oftheSunshineCoast. Infollowingonfromthisresultthatwerederivedfromtheprevious

study,Austrablendhasoptedtoextendtheresearchtoapilotstudytohelpprovethemerits

ofthestabilizationproduct.WiththecriticalparticipationfromtheBrisbaneCityCouncil(BCC),

thathasallowedthispilotstudytobeimplementedattheirquarrysiteatBracalba,whichis

locatedjustWestofCaboolture,QueenslandandcanbeseenintheFigure1.1below.

TheproposedsiteasshowninFigure1.2wasinspectedonThursday15thMarchalongwith

Mr.DeryckFell,aDirectorofConsolidSwitzerland,MikeFarrarfromConsolidAustraliaand

PeterHarrisfromtheBracalbaQuarry.Thisinspectionwasusedtoassessthesuitabilityofthe

proposed feeder road for thepilot studyas theefficacyof the site is vital to the research

project.Theprojectisaimedtohaveengineeredtheexperimentwithsupervisionofthestudy

to continue though out the year and this final report has been conducted to give to all

necessary parties that are involved namely, Austrablend, Brisbane City Council and the

UniversityoftheSunshineCoastevidencefromtheoutcome.

Ifthisprocessissuccessfulandthestabilizationproductisabletoholduponitsmerits,this

productwillalsobeabletoseektheaccreditationofTIPES.Anareaoffurtherpurposeisthe

stabilizationof“blacksoil”.Thiswillbeintegratedasamodifiertobeusedasthesubstratefor

afutureautonomoustruckroad.AconceptthatisbeingdevelopedattheUniversityofthe

SunshineCoast. Soil stabilisation is seen as the future in pavement design.Utilising in-situ

materialbyincorporatingastabilisingadditiveisacosteffectivesolutionfortheimprovement

ofsubgradematerialinallpavementdesigns.

1.0INTRODUCTION

-4-

Figure 1.1 - Site Location, Bracalba Quarry

Figure 1.2 - Trial section prior to Consolid application

1.0INTRODUCTION

-5-

1.2 Background

Itiswellknownthatifyoucankeepthewateroutofasubgrade,ornaturalsoil,thenitwill

provideanadequatestrengthforroadbuilding.Thisconceptisimportantforregionsaround

Queenslandwheresoilscanbakeinthesunandbecomeashardasabrick.Thisprocesshas

beenusedovertimeandwassignificantduringWWII,whichthisprinciplewasusedtomake

bricksoutofmud inkilnsbeside the roads thatwere inadequate todriveon (SLIM,V,W.,

1956).Thesebrickswerecarriedbysoldierstotheendoftheroadanddroppedinthemudto

helpgainadvancementsbysoldiers(SLIM,V,W.,1956).

Itisalsowellknownthattheconstructionofapavementdrawswaterupunderthebituminous

surface.Removethesurfaceanditalwayswillbewetunderneathevenduringlongperiodsof

drought.Thisiswhytreerootsheavethepavementupwardsinsearchofwaterthatiscloser

tothesurface.TheproductsC444andSolidryaredesignedtoinhibittheriseofcapillarywater

inthepavementandpreservetheintrinsicshearstrengthofthenaturalmaterial.Iftheshear

strengthisinadequatethenwemustimproveitbymechanicalstabilisation,withmethodssuch

as the addition of other material that can improve the shear strength of thematerial by

increasingeitherthecohesionfactorandortheangleoffrictionasshowninEquation1below.

Theoptimumrationofsand:silt:clayis indicatedas1/3:1/3:1/3whichplacestheoptimum

mixturefortreatmentwithC444andSolidryatapproximatelythecentroidofthesoilphase

diagramasshowninFigure1.3below.

Figure 1.3 - Soil phase diagram for optimum composition

1.0INTRODUCTION

-6-

C444andSolidryareproductsthathavebeeninuseforthepastthirtyyearsforimprovingthe

bearingcapacityof thesubgradeandsubbasematerials,butneverbefore inAustralia.The

Consolidsystemisaimedtoincreasethenaturalprocessofsolidificationofcohesivesoil.This

processconsolidatesthesoilandchangesthebehaviorthoughdoesnotdirectlyactasabinder

orchemicalreactant.Onceasoilistreateditisintendedthatthematerialwillbepermanently

treatedandbeabletomaintaintheadvantageswithoutlimitations.Theimprovementofthe

treatedsoilissubstantialandincorporatesupto3%ofclayey,siltyfinesmaterialwhichhas

been recognized as being unacceptable in road construction and rehabilitation (ref). The

Consolidsystemisdesignedtobeabletobeusedwithalmostalltypesofsoil.

ThoughConsolidsoilstabilisationcanacttoincreasecompaction,itchangesthebehaviorof

thesoil.Aswateraffectsthestabilityofsoil,theConsolidsystemiseffectiveinpreventingthe

damagefoundfromcapillaryrise.C444isusedalonetotreatthedeeperlayersinapavement,

whereasduetotheissueofsurfacewaterthatcanpenetratetheupperlayersacombination

ofSolidryandC444isrequiredtoprotectduetothecomplexityofthestabilisationprocess.

During2015theUniversityoftheSunshineCoastevaluatedthematerialsinalaboratorytests

and concluded that the products had some merit in improving the Resilient Modulus of

subgradematerialsandshouldthereforeproceedtofieldtrials.

Onthe9thApril2016,withintheboundaryoftheBrisbaneCityCouncil’sBracalbaQuarryalong

thefeederroadtheweighbridge,whichcancarryupto350truckmovementsperday,thepilot

studywasconducted.Thetrialareaisapproximately240m2toadepthof250mm.Thesite

wasinstrumentedformoisturecontentwiththeuseofPacificdatasystemsmoisturesensors

(GS3),withinthetreatedmaterialandthesubgrade.SiteinspectionsalongwithFallingWeight

Deflectometer(FWD)testinghavebeenconductedthroughoutthetrialperiodandprovideda

means of analysis for the site alongwith the results compared against traffic volume and

weight.

The fundamentals of quality pavement design are inherently reliant on the quality of the

subgradematerialonwhich it isconstructedon.Layeringofcompactedunboundmaterials

producesastablebaseontopofthesubgradefromwhichthewearingsurfacecanbeplaced.

1.0INTRODUCTION

-7-

Layeringofcompactedunboundmaterialsproducesastablebaseontopofthesubgradefrom

whichthewearingsurfacecanbelaid(Austroads,2013).

Theincorporationofadditivestoimprovethepreparationofthesubgradeforthefoundations

hasmanybenefitssuchas;

• Significantlyreducedpermeability

• Increasedmaterialstrength

• Utilizationofinsitumaterial

• Reducedpavementdepths

• Increasedlifecycle

1.3 Objectives

The current road construction industry is continually assessing processes andmaterials in

ordertomaximisethelifecycleandminimisetheexpenseofpavementdesigns.Theideain

pavement design is to spread the load of a vehicle tyre evenly across the various layers,

minimisingtheloadonthenaturalmateriali.e.thesubgrade.Thestrengthofasubgradeor

basecourseofaroadismeasuredbytheresistancetoshear.TheCaliforniaBearingRatiotest

(CBR)isasurrogatesheartest.Shearisgovernedbyaphysicallaw:

! = # + % &'% ( Equation1

Whereτ=shearstrength

c=acohesionfactor

n=thenormalload

φ=theangleoffriction

TheobjectiveofthispilotstudywastotestthepropositionthatC444andSolidrywillminimise

theriseofcapillarywaterinasoilthuspreservingtheintrinsicshearstrengthofthematerial

andimprovingitovertime,evenunderextremelevelsofheavytraffic.Thisreportwilllookinto

investigationof theproducts in field testingconditionsandanalyse thehow thematerial’s

resilientmodulusisaffectedoverthecourseofthetrial.

-8-

2.0 LITERATUREREVIEW

2.1 FundamentalsofPavementStabilisation

Identifyingthesubgradestiffnessisanimportantelementinunderstandinghowapavement

willreactunderloadtobeneficiatethedesignphaseofapavement(Elliot,1988).Thisisoften

duetotheresilientmodulusandthemodulusofthesubgradeinwhichgenerallydetermines

the performance of the load bearing capacity of the subgrade (Kameswara, 2010). A poor

subgradecancauseissuesfortheoverlayingpavementswhicharenecessarytoavoid.Tohelp

improveasubgradesperformance,engineersusetechniquessuchasremovingandreplacing

the soil with a high quality fill, which although simple can be expensive. They allow for

additionalbaselayersontopofasubgrade;however,thiscanalsobeexpensiveandmaynot

produce an adequate pavement (Elliot, 1988). Therefore, companies have headed

development into stabilisationmaterials that can increase the subgrades stiffness, among

otherbenefits,byapplyingadditivestothesoil.

2.1.1 PrinciplesofSoilStabilisation

Naturalsoiloffersgreatvariabilitythatcanbeusedinengineeringapplications.Soil isquite

easilyaccessibleandduetoitscomplexitytherearemanymethodstouseitinskilfulways.

The issues thatarise,however, is that sometimes thenatural soil caneitherbepartiallyor

whollyunsuitable (INGLES,1972).Australianstandardsaswellascouncilguidelineshave in

placerequirementsthatmustbereachedbeforeasoilcanbeaccepted.Theoptionsinvolved

withdecidingacourseoractionwhendesigningwithgranularmaterialtoeitheracceptthe

materialandconformtostandardssotheexistingcanbeused,removeandreplacetheexisting

materialoralterthepropertiessoastocreateanewmaterialtomeetthestandards(INGLES,

1972).Thelastmethodisaformofstabilisation,howeverthepropertiesofamaterialareable

tobealteredinmanydifferentways.Duetothevariabilityinsoilthereisnomethodthatis

abletobesuccessfulacrossallsoilstabilisation.Volume,stability,strength,permeabilityand

durability are theprimaryproperties inwhichare concernwhendesigningwitha granular

material(INGLES,1972)..Althoughsoilstabilisationshouldbeconsideredasacorrectiveand

preventativemethodfromfutureadverseconditions.

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2.1.2 Structures

Pavementstructuresprovidetrafficasurfaceofacceptableridingquality,sufficienttraction,

non-reflective coating and low noise generation (El-Korchi, 2009) whilst reducing the

permeabilitythroughtothesubgrade.AccordingtoAASHTOapavementssurfacedeflection

under load isatellingsignofhowapavementwillperform(Ping,2011).Thesubgradehas

oftenbeenfoundtobethemajorcontributortosurfacedeflection.Testingforthisdeflection

canbedoneinalaboratory,howeverthetestisarelativelysmallsamplesizeofthesubgrade

(George,2003).Duetothisthereareoftenuncertaintiesaswellascertainlimitationsfromthe

testingprocedureswithinalaboratory.Therefore,aFallingWeightDeflectometer(FWD)and

the process of back-calculation through software are utilised as a viable device for direct

testingoftheresilientmodulusofasubgrade.

2.1.3 Mechanistic–EmpiricalDesign

Therearevariouswaysinwhichthesubgrademaybeanalysedforthepurposeofpavement

design.Mechanisticandempiricalarebothutilisedandaredependentontheapproach.The

empiricalmethodlooksintomeasuringandorestimatingaCBRvalue,resilientmodulusand

deflectionbowl,inwhichlimitscanbeappliedtothesevaluesandreliesonprevioussuccessful

practice.TheempiricalmethodwasoriginallydevelopedduringthetimeofWorldWarIIand

isconsideredtobeoutdated(Drummetal.,1997).Thepracticelooksatalinearrelationship

inwhichexistsbetweentheCBRandshearstressafteradeterminednumberoftrafficloading.

Themechanisticapproachisconsideredtobemuchmorescientificallyaccurateandpavement

designisslowlydirectingtowardsusingit(Drummetal.,1997).

Themechanistic approach calculates the stresses and strains that are determined by load

repetitionsofthedesigntrafficloading.Fatiguetablesareusedtodeterminetheappliedload

repetitionsandthattheywillbeabletomeetthedesiredlifeofthepavementdesignperiod

(Drummetal.,1997).Individuallayersarecheckedtoensurethatthepavementwillmaintain

its structure (Lay, 1986). These checks include permanent deformation, flexural failure,

fatigue,moisturedamage,shrinkagecrackingruttingandcreep.

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2.2 Subgrades

Asubgradeispredominatelyresponsibleforapavementsperformanceundertrafficloading

conditions. The subgrades importance is based around its ability resist permanent

deformation. During the pavement design process, it is important to identify the bearing

capacity as it is critical during the process (NG, et all, 2013). Themoisture that is able to

penetrate the subgrade influences its performance heavily as it can cause permanent

deformation.ThedeterminationofthesubgradestiffnessforthisprojectwillbeusingFalling

WeightDeflectometer(FWD)howevertherearealsoothertechniquesdiscussedbriefly.

2.2.1 CaliforniaBearingRatio

Intheprocessofpavementdesign,itisimportanttounderstandamaterialsbearingcapacity

in comparison to that of awell-graded granularmaterial. The use of CBR tests values are

primarilyusedforthedesignandconstructionofpavements.Thesetestsareoftencapableof

identifying significant information about the pavements subgrade and are simple, cost

effectivetests(AmericanAssociationofStateHighwayandTransportOfficials,2011).Although

themethodthattheyareevaluatedhasrecentlybeenscrutinizedandare-evaluationofhow

theyareconductedandinterpretedmaybenecessary.TheuseofCBRvaluesisprimarilyfor

non-stabilisedmaterials according toAASHTO (AmericanAssociationof StateHighway and

TransportOfficials,2011).

2.2.2 ResilientModulus

The resilientmodulus is oneof the fundamentalmaterial properties (Elliott and Thornton,

1988).ThegeneralbehaviorofagranularmaterialisshowninFigure2.1.ThisFigureshows

thatastheloadisappliedtothematerial,thestressincreasesaswellasthestrain(Elliottand

Thornton,1988).AccordingtoAASHORoadTestshowsthatthereisaclearindicationbetween

the pavements surface deflection as a function of load as to howwell the pavement will

perform.However,surfacedeflectionisanindicatorofthecausesbehindhowaroadisbeing

affected(BUCHANAN,S.2007).Testing for theresilientmodulus isaimedatsimulatingthe

behaviorofgranularmaterialoveratrafficloadeddata(ElliottandThornton,1988).Thistest

canbedone in the labasasamplecanbeprepared,which includes, theconditioning,and

conductingthetestsoasthereplicatetheinsituconditions.

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Figure 2.1 - Typical load from a resilient modulus test (BUCHANAN,S.2007)

2.2.3 Permeability

Permeabilityistheflowofwatermovementthatoccursinsoils.Thismovementcanoccurin

largepores,fissuresaswellasclayswhichhaveavoluminoussystemofmicropores(INGLES,

1972).Soilsoftenvaryasnaturalopen-texturedcreateverypermeablesoils.Thepermeability

ofasoilcancauseproblemsforengineerswitheitherporepressuredissipationorseepage

flow.However,ifthereisinadequatedissipationthiscanleadtoslipfailureswhereasexcessive

seepage flowmay cause tunnelling failures (INGLES, 1972). This can occur in regionswith

irregularrainfallthepermeabilitycanresultinissuesatconstructionasimpermeableclaycan

formwatertables,drainageproblemsandaffectthebearingcapacity.Lowpermeabilityisan

issuewhichcanresultinthelackofadhesionbetweenabituminoussealandoccursinsoils

whichusuallycontainhighclaycontent(INGLES,1972).Highpermeabilitycanhappenfrom

poor compaction in soil, as clay chunks aren’t compacted as well and creating voids.

Permeability can bemeasured either in the field or in the laboratory however laboratory

conditionsarepreferredassmallchangescanaffectthemeasurements.Fieldmeasurements

requireanunderstandingofthewatertableandtheinflowandoutflowofthesoil(INGLES,

1972).Problemsrelatedtothepermeabilityinsoilscanbealteredbydifferentmethodssuch

asdrainage,compactionandstabilisation.

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2.2.4 SoilSuction

Ifwatercontained in thevoidsofasoilweresubjectedtonoother force thanthatdueto

gravity, the soil lying above thewater tablewould be completely dry. However, powerful

molecularandphysical-chemicalforcesactingattheboundarybetweenthesoilparticlesand

thewatercausethewatertobeeither(a)drawnupintotheotherwiseemptyvoidspacesor

(b)heldtherewithoutdrainagefollowinginfiltrationfromthesurface.Theattractionthatthe

soilexertsonthewateristermedsoilsuctionandmanifestsitselfasatensilehydraulicstress.

2.3 TestingTechniques

Therearetwoprimarymodesthatareutilizedforestimatingthesubgradesupport,witheither

testsdoneinthefieldorinthelaboratory(AUSTROADS2009).Itisoftencriticaltoaccurately

determine the suitabilityof a subgrade fordesignpurposesandalso life spans. Laboratory

testingisusedwhenthesubgradesoilconditionsareexpectedtobesimilartotheproposed

pavement as well as determining the subgrade support from first principles. Field testing

howeverisappropriatetousewhenthesupportvaluesfrominsitusubgradesoilareexpected

to be similar to the proposed pavement (AUSTROADS 2009). Although when conducting

laboratory testing it is important to incorporate the sample density,moisture and soaking

conditions to replicate the expected pavement conditions. There is a number of testing

methods that can provide a CBR of the subgrade in which these are based on empirical

correlations that have variability. Figure 2.2 from Guide to pavement technology part 2:

PavementStructuraldesignillustratesthetwomodes.

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Figure 2.2 - Modes for determining subgrade support (AUSTROADS,2013)

2.3.1 FallingWeightDeflectometerTesting

TheFallingWeightDeflectometer(FWD)isaninstrumentthathasbeenusedfortheevaluation

ofpavementsbymeansofnon-destructivetesting.Thistypeoftest isabletomeasurethe

verticaldeflectionresponseofasurfacetoanimpulseloadasshowninFigure2.3.Thismethod

oftestingwasintroducedinEuropetohelpmaintainthenetworksofflexiblepavementsand

thenexpandedintobeingusedfordifferenttypesofpavement.Thismethodistheworld’s

standardised dynamic plate bearing test that prevents non-destructive analysis of the

structuralcapacityofapavement(KarimChatti,2004).Theequipmentisgenerallyattachedto

a trailer and consists of nine seismic geophoneswhich canmeasure the deflection of the

pavement.Thisisdesignedtoapplyanimpactingloadthatisequivalenttoawheelloadthat

ismovingacrossthesurface.Thisloadisaknownappliedloadthatissubjectedtothesurface

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andtheresponseisthenanalysedthroughvariessoftwareprogramsinwhichcanindicatethe

elasticmoduli,thestressandthestrainofeachlayer(KarimChatti,2004).Thesurfaceofthe

pavementperformsanddeflectsintheformofabowlwhichthedeflectiondependsonthe

stiffnessofthemodulusofthesubgradereaction.

A number ofmodels have been designed to helpwith the back calculation of the elastic

moduli. The FWD is raised by a hydraulic ram along a vertical guide and lifted to a

predeterminedheightthatcanvarybyacatchmechanismthatisperformedtodropwhen

reachedbytheoperator.Oncethecatch is released, theweight isdroppedanda force is

transposedtoacircularplateontothegroundandthenthisprocessisrepeated.

Figure 2.3 - Falling weight Deflectometer setup (Dynatest,2016)

2.3.2 Elmod6

ElmodisapavementanalysisprogramdesignedbyDynatesttomodelpavementperformance.

Elmod analyses a pavement response that is given from the FWD and HWD testing by

determiningthemodulusaswellasthestressandstrainofeachlayer(Dynatest,2016).The

benefitsofthisprogramisthatitallowsforrapidanalysis.Elmodusesbackcalculationwhichis

amethodthatcanevaluatethestructuralcapacityofamaterialbygivinganestimateonthe

moduliofpavementlayerswhichistakenfromthedeflectionsmeasuredbytheFWDtesting

(Dynatest, 2016). Below in Figure 2.4 shows the interface for the EMOD6 programwhich

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displaysatypicalreflectionofthedeflectionbowlcreatedbyElmodfromthetestingconducted

attheBracalbaQuarry.

Figure 2.4 - ELMOD6 interface for analysis (Dynatest,2016)

2.3.3 MoistureSensors

Moistureisasignificantfactorwhichinfluencesapavementsperformance.Themoisturethat

is associated with a pavement affects the unboundmaterials stiffness/strength whilst the

subgradeisalsodependentonthemoisturecontent.Thereareanumberoffactorsinwhich

need to be considered and assessed when designing a pavement. Understanding the

rainfall/evaporationpatterncanbecrucialforhowapavementisgoingtoperform.Oneofthe

effectsofvariationinmoisturecanresultinreactivityincertaintypesofsubgradematerials.

Thoughmoisture can affect a pavement in differentways,whether thewearing surface is

permeable,howdeepthewatertableis,sealedorunsealedconditionoftheshoulders,aswell

as adequate pavement drainage.Moisture changes in pavements can result in transfer of

moisture,ineithertheliquidorvapourstatesknownassoilsuction.Thoughthebiggesteffect

of moisture in unbound granular material is that it can experience significant loss of

strength/stiffness.

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The sensors used for the trial are theGS3 –Water content, EC and Temperature Sensors

produced by Decagon Devices. The sensor uses an electromagnetic field which is able to

measurethedielectricpermittivityof thesurroundingmaterial.Storedcharge isabletobe

proportionaltothesubstratedielectricandvolumetricwatercontent.Thedielectricreadingis

thenabletobeconvertedtowatercontentbyacalibrationequationspecifictothematerial

thatitisimplementedin.TheGS3iscalibratedindifferenttypesofmaterials.Thiscreatesa

genericcalibrationequationthatcanworkforalltypesofsubstrate.

)*+-.

-. = 5.89310678. − 7.623106=8> + 3.673106>8 − 7.533106>

(Source:DecagonDevices,Inc.2016)

2.3.4 AtterbergLimits

TheAtterberg limits havebeenmodified for geotechnical engineeringpurposes. There are

three states inwhich contribute to the limits. Firstly, the shrinkage limit (SL), secondly the

Plastic limit (PL) and finally liquid limit (LL). The plasticity index is referred to as the stage

betweenthePLandtheLLasthesoilremainsplastic.ThelimitscanbeseenintheFigure2.5

below.

Figure 2.5 - Atterberg Limits

2.3.4.1 ShrinkageLimit

Ifasoilisbelowthislimititissusceptibletobecomingmorebrittleinitsbehavioraswellas

notreducinginvolumeasdryingoccurs.

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2.3.4.2 PlasticLimit

Thislimitisthelowestlimitinwhichisdefinedasthemoisturecontentthatasoilcrumbles

whenrolledtothreads.Thewatercontentgivesaplasticnaturetothesoil.

2.3.4.3 LiquidLimit

The Liquid limit is the state in which the soil changes from a plastic substance to liquid

behaviour.

2.3.4.4 PlasticityIndex

Theplasticindexisthewatercontentthatliesbetweentheplasticlimitandtheliquidlimit.

TheplasticityindexcanbefoundfromtheEquationbelow.

@A'B&C#C&DE%FG3 @E = HCIJCFHC-C& HH − @A'B&C#HC-C&(@H)

2.3.5 MaximumDryDensity(MDD)

Themaximumdrydensityofamaterial isdeterminedbyestablishing themoisture-density

relationshipofthematerialwhenpreparedandcompactedatdifferentmoisturecontents.The

modulusdependsonbothdensityandmoisturecontent.Itisessentialthatthedesignmodulus

beestimatedforconditionswhichapproximatethosetooccurin-service.Wheresamplesare

to be tested for the determination of design modulus, testing should be conducted at

conditionsofanticipatedfieldmoisturecontentanddensity.

Intheabsenceofmorereliablesite-specificinformation,insevereenvironments,suchasthe

following,soakedconditionsmaybeadopted:

§ Floodway,causewaysandotherpavementslikelytoberegularlyinundated

§ Cuttingsbelowthewatertableorwhenseepageislikely

§ Othersituationswherethewatertableiswithinonemetreofthesubgradelevel

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2.3.6 OptimumMoistureContent(OMC)

Theoptimummoisturecontent(OMC)isthevalueatwhichthesoilcanachieveitsmaximum

drydensity.This is thedegreeorpercentageofmoisture ina soil atwhich thesoil canbe

compacted to its greatestdensity.Whenwater is added to adry soil, this allows the solid

particlestobecomecloseduetoacoatingofwater.Aswatercontentisincreased,waterbegins

toactasalubricant,thisallowsparticlestocomecloserduetotheworkability.Thesoil-water-

airmixtureoccupieslessvolumeunderagivenamountofcompactiveeffortthusincreasingin

drydensity.Moreandmorewatercanbeaddedasastageisreachedtowhichtheaircontent

ofthesoilreachesaminimumvolumeresultinginamaximumdrydensity.Thewaterlevelthat

correspondstothemaximumdrydensityisinturntheoptimummoisturecontent.Additionof

waterbeyondtheoptimumreduces thematerialsdrydensityas thisextrawaterbegins to

occupythespaceinwhichthesoilcouldoccupy.

AsshowninFigure2.6thecurveofthepeakisknownasthecompactioncurve.Thisshowsthe

stateatthepeakwhichistobethatof100%compactiontocreateahyperbolicformwhenthe

pointsarejoinedfromparticularcompactiveeffort.

Figure 2.6 - Compaction curve

Forgivenmoisturecontent,themaximumdryunitweightisobtainedwhennoairisinthevoid

spaces,thereforewhenthedegreeofsaturationequals100%.Themaximumdryunitweight

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atagivenmoisturecontentwithzeroairvoidscanbeobtained.Figure2.7showsmoisture

contentanditsrelativelocationwithrespecttothecompactioncurve.Undernocircumstances

shouldanypartofthecompactioncurvelietotherightofthezero-airvoidcurve.

Figure 2.7 - Zero air voids compaction tests results

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2.4 StabilisationAdditives

Stabilisationistheprocessofalteringtheintrinsicpropertiesofapavementmaterialbythe

addition of stabilisation additives which are designed to enhance the performance in its

operating,geologicalandclimaticenvironment(LTD,A.2015).Stabilisationcanbeusedfor

newroadconstructionorduringtherehabilitationofexistingpavements(LTD,A.2015).There

aresomemainfocusesforstabilisation.

§ Alleviategranularmaterialdeficienciessuchasparticlesizedistributionandorplasticity

§ Increasethebearingcapacitybyincreasingtheunconfinedcompressivestrengthand

orresilientmodulusofthematerial

§ Reducethepermeabilitytopreventlossofstrengthfrommoisturesensitivity

§ Cost-effectivenewpavementlayers

§ Increasethewearingcourseofunsealedpavements

§ Improvethesubgradesstrength

§ Enhancethecompactionofunboundgranularmaterial

Thereareanumberofvariationsavailabletoaddtopavementsfordifferentoutcomesaswell

asfordifferentpurposes.

2.4.1 MechanicalStabilisation

Mechanicalstabilisationistheimprovementofacertainmaterialbyblendingitwithoneor

moregranularmaterial.Thistypeofstabilisationprovidesameanstoaltertheparticlesize

distribution(PSD)inthematerialandimprovetheinter-particlefriction(LTD,A.2015).Altering

ofthePSDcanalsoenablechangestotheplasticity,bychangingtheAtterberglimitsofthe

materialaswell.Mostimportantlycompactioncanbeincreasedbymixingwaterinatoptimum

moisturecontent.Materialsproducedbymechanicalstabilisationhavepropertiessimilarto

conventional unbound materials and can be evaluated by conventional methods (LTD, A.

2015).

Asmentionedpreviously,internalfrictionandcohesionaretwomainfactorsthatcanaffect

thestabilityofbaseandsubbasematerials.Theinternalfrictionisaresultofthecharacteristics

ofsoilparticlesgrading(AUSTROADS,2013).Thecohesiveness isprimarily inregardstothe

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quantityandnatureoftheclay,whichisdeterminedbyplasticpropertiesandmaximumdry

strength.

Granularormechanicalstabilisationcaninvolve:

• Mixingofmaterialsfromvariouspartsofadepositatthesupply

• Mixingofselectedmaterialswithin-situmaterials

• Mixingofexistingpavementlayermaterialswithwateronly

• Mixingtwoormoreselected,importednaturalgravels,soilsandorquarryproductson

siteorinamixingplant

• Mixingrecycledmaterialswithexistingpavements

2.4.2 CementitiousStabilisation Cementitiousstabilisationreferstotheuseofeithercementorsupplementarycementitous

materials. The utilisation of this type of stabilisation is to strengthen existing pavements,

improve lowqualitymaterial forabaseandsubbase,mitigate increasingbase thickness to

achieve design strength and to dry out wet pavements (LTD, A. 2015). The reaction of

stabilisingbindersiswithwaterandsoil;thisessentiallyleadstotheformationofthematerials

(LTD,A.2015).Thestabilisingbindersareusedtostabiliseawiderangeofmaterialssuchas

gravels,silts,sandsandlowplasticitycohesivematerials(AUSTROADS,2013).

Hydrationistheprimaryreactionofthecementitousstabilisingbinderwiththewaterinthe

soil.Thisresultsintoformationofacementedmaterial.Hydrationreleaseshydratedlimeand

cancauseasecondaryreactionwithanypozzolansinthesoil(LTD,A.2015).Pozzolansarea

silicate-basedmaterialandtheirreactionsareslowtoreactandcontinueoveraperiodunder

thecircumstancethatthereismoisturepresent(LTD,A.2015).Temperaturealsohasamajor

factorinthesensitivityofthereactions,theratewillincreasewithincreasingtemperature.The

best results for stabilisation with cementitous material relies upon the amount of lime,

pozzolansandpavementmaterial(AUSTROADS,2013).

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Table 2.1 - Types of Stabilisation and benefits

Stabiliser Type Comments

Cement Portland Cement

• Defined in AS3972.

• Hydraulic cement

• manufactured as homogeneous product

• Produced by grinding together Portland cement clinker

and calcium sulphate

• Can contain up to 5% of mineral additions

Cement Blended Cement

• Hydraulic cement containing Portland cement

• Added quantity comprised of 5% fly ash or ground

granulated iron blast furnace slag

• Up to 10% silica fume

• Increasing trend towards the use of blended cements

• Allows longer working times to achieve better

compaction and smoother surface

• Reduces possibility of shrinkage cracking

Cementitious materials -

• Provide alternative to GP cement

• Extended working time for compaction and finishing

• These blends are used where technically and

economically feasible

• Pavement gains higher strength over time and reduced

cracking

Pozzolans Ground Granulated Blast

Furnace Slag

• A siliceous or alumina siliceous material

• Chemically reacts at ordinary room temperatures with

calcium hydroxide

• Granulated blast furnace iron slag is formed when high

pressure, high volume water sprays hit molten slag

• Reaction causes molten slag to explode and form

granulated particles

• Common combination of slag/lime blends (85:15)

Fly ash -

• Product of the power generation industry

• Chemical composition and PSD is determined by the

plant

• Derived from burning black coal, high in silica and

alumina

• Derived from brown coal is unsuitable for use in

stabilisation

• Should conform to AS3582.1

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2.4.3 LimeStabilisation

Limestabilisationiseffectiveforplasticsoilstohelpimprovetheirstrengthandworkability.

However, in cohesion-less or low cohesion materials, lime stabilisation is ineffective and

requirestheadditionofpozzolanicadditives(LTD,A.2015).

Theadditionoflimeintosuitableclaymaterialsresultsin:

• Reducedplasticity

• Dryingoutofwetmaterials

• IncreasedCBR

• Reducedshrink/swell

• Facilitatescompaction

Limestabilisationcanbeusedinsubgradesandtherearetwoapproachesthatcanbeused.

Theminimumlimecontentplus0.5%anddeterminetheresultantCBR(LTD,A.2015).This

resultisusedtodeterminethepavementthicknessrequiredabovethetreatedsubgrade.The

use of a range of lime contents above the minimum content to ascertain the resultant

unconfined compressive strength (UCS). From this point aminimumUCS is determined to

optimisethepavementdesign(LTD,A.2015).

Small amounts of limemodify the clay to a granularmaterial and therefore increases the

permeability.Thoughduetothechemicalchangetheresultantsoilstructuredoesnotattract

andabsorbwater(LTD,A.2015).

TypesofLime

• Hydratedlime(CalciumHydroxide)

• Quicklime(CalciumOxide)

• Dolomitelime(Calcium/MagnesiumOxide)

• Agriculturallime(CalciumCarbonate)

• Limestone(CaCO3)

HydratedandQuicklimearethemosteffectivetypesoflimeusedforstabilisation.Agricultural

limeisnotsuitableforstabilisationwhilstdolomiticlimeislesseffective.Theoxidereactswith

the available water and forms hydroxides and results in the immediate effect on clay by

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improvingthegradingandhandlingpropertiesoftheclay.Thelongtermeffectsonstrength

areimprovedovertimeasshowninFigure2.8.Thelimealsoallowsareductioninthickness

requiredforthepavementasthematerialcanbeusedasalowersubbase.

Figure 2.8 - Lime stabilisation effective curve (LTD,A.2015)

2.4.4 BituminousStabilisation

Bitumenstabilisationinvolvespavementmaterialsthataretreatedwithbitumenemulsionor

foamed bitumen. The materials treated are generally granular materials, cement treated

materialsorasphaltpavement(AUSTROADS,2013).Thisformofstabilisationis intendedto

causecohesionintonon-plasticmaterialsaswellasmakecohesivematerialslesssensitivewith

increasedmoisture.

Thereareanumberofbenefitsofbitumenstabilisation.Likeotherstabilisationthestrength

increasedwithbitumentreatmentallowsthistoactasareplacementforhighqualitymaterials

(LTD,A.2015).Whilstthefinerparticlesthatareencapsulatedinthebitumenareimmobilised

andthereforeincreasethedurabilityaswellasmoisturesensitivity.Thistypeofstabilisation

hasadvantages inregardstotheenvironmental impactsas itconservesnaturalaggregates,

materialwastage,noise,exhaust,dustemissionsaswellastrafficdisruptions(LTD,A.2015).

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2.4.5 FoamBitumen

Thefoambitumenisacombinationofair,waterandhotbitumen.Thisisproducedbyinjecting

smallamountsofcoldwaterintothehotbitumenwhich,createsaninstantaneousexpansion

inthebitumen,thisprocessisshowninFigure2.9.Thiscancreateupto15timestheoriginal

volume(LTD,A.2015).Theviscosity isenhancedbythe increase in thesurfaceareawhich

allowsthemixingwithdampandcoldaggregates.Rapidmixingisrequiredtohelpdispersethe

bitumenthroughthematerialasthefoamedbitumencollapsesreasonablyquickly.

Figure 2.9 - Foam bitumen process (LTD,A.2015)

2.4.6 BitumenEmulsion

Bitumenemulsionsareformulatedfromfinedropletsofbitumeninwater.Standardmixtures

are designed from approximately 60% bitumen and 40%waterwith the small addition of

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emulsifier(LTD,A.2015).Thoughhighercontentofbitumencanalsobepresentupto80%.

Theprocessinvolvesseparatingandremovingwatertoleavethesolidbitumenremaining(LTD,

A.2015).AS1160isusedtohelpcomplywiththemanufacturingofBitumenemulsionsasthis

canallowfortwoclasseswhichareAnionicbitumenemulsionandCationicbitumenemulsion

(LTD,A.2015).

2.4.7 OtherTypesofStabilisation

2.4.7.1 DryPoweredPolymers(DDP)

DDPisusedasabinderforstabilisationintherehabilitationofgranularmaterialsinpavements.

Thisproduct is considered towaterproof thematerials tohelp reduce the strength losses

causes by moisture ingression (AUSTROADS, 2013). DPP stabiliser is able to be remixed,

reshapedandre-compactedwithoutany loss indrystrength.Thiscanbecarriedoutusing

plantandequipmentthatisusedincementitousbinders(LTD,A.2015).

2.4.7.2 ChemicalDustSuppression

Dustsuppressantsareusedtohelpcontroldustonunsealedroads.Thistypeofstabilisation

shouldbeusedwithothermethodsofstabilisationasdustsuppressionsarerestrictedtoa

short life time and often require further applications (LTD, A. 2015). These chemical

suppressantsareclassifiedbythefollowing:

• Non-bituminous organic products – these are a by-product of the paper pulping

industry,thereactioninthesoilisbygluingthesoilparticlestogetherandmakethe

claymoreplasticandincreasethedensity.

• Waterattracting–theseconsistofchloridesandsaltsandreactbytrappingmoisture

andkeepthewearingcoursemoist.

• Petroleumproducts–Thistypeofproductconsistofbituminousemulsionsandtars.

Thesecanhaveenvironmentalconsequenceshowevercreateagglomerationsofdust

particles.

• Microbiologicalbinders–Thisactsbyconsumingclayfractionandcreateapolymeric

residuetoactasabinder.

• Polymers

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2.5 ConsolidSystem

TheConsolidsystemstabilisationsystemwasexpresslydeveloped forsoil stabilisation.The

Consolidsystemdoesnotreactasbinderoroxidant(ConsolidLtdUK).Thesystemisaimedto

speedup thenaturalprocessof solidifyingof all kindsof cohesive soil. It has a favourable

influencetothesoilscharacteristics.Therearetwoproducts inwhichareusedtogetherto

createthistypeofstabilisation.Consolid444(C444)andSolidry.TheC444isaliquidproduct

and the Solidry is a powder component. Both of these components aremixed thoroughly

through thematerial so that they are distributed uniformly. It is essential to properlymix

productssothattheparticlessurfacesarecovered.Thematerialisthenabletobecompacted

asthisshouldalsotakeplacetomaintainOMC.Ifthemoisturecontentistoohigh,thenthere

isaproblemthatcanarisefromentrappedmoistureresultingindeflectionandcrackingunder

traffic. Improvementsofthematerialspropertiesareaimedtoreducethepermeabilityand

thecapillaryrisewhilstalsoincreasingtheCBRaswellastheunconfinedcompressivestrength

andstiffness(ConsolidLtdUK).Consolidcanbeusedintoreduceswellinginreactivesoilasit

helpstopreventwaterfromsofteningthesoilaftercuring.Themoisturecontentremainslow

duringsoakingandthedrystrengthisretained.Thestrengthisgainedbytheevaporationof

moisture (Consolid Ltd UK). The system works in areas with high humidity. A surfacing is

generally required as for other types of treated or untreated base course so to prevent

abrasion(ConsolidLtdUK).

TheareasinwhichtheConsolidSystemareaimingtobeappliedare:

• Heavy-dutyroadsincludingmajorhighways

• Lowvolumeroadsincludingruralandurban

• Pavementshoulders

• Embankments

• Carparking

• Roadrehabilitation

• Airports

2.5.1 Consolid444(C444)

TheC444productisdesignedtoreducethesurfacetensionofwateraroundsoilparticlesso

that the film surrounding them is dispersed. This develops an agglomeration of the fines

2.0LITERATUREREVIEW

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material.ThishelpstowaterproofthematerialasC444isnotabindingcompound.TheC444

ismixedwithwaterandisappliedatarateoffrom0.4to0.8L/m3andisappliedtodepthsof

150to300mm(ConsolidLtdUK).Themechanismofstabilisationisbasicallytheformationof

cationsduringevaporationashigherstrengthsareachievedthroughkeepingthesoildry.

2.5.2 Solidry

TheSolidry ismuchsimilartotheC444in itsmechanismsandtheformation.However,the

Solidryisabletobeappliedtotheupperlayerto50to100mmofthepavementthathasbeen

treatedpriorwithC444.Thepowderedproductisappliedatarateof0.5to1%byweightof

thesoil.

Figure 2.10 - Consolid System improvements

2.6 Stabilisationprocedures

Forstabilisationtobeeffectiveitisessentialforanassessmenttobeconductedfirstofthe

materialstypes.Thisisinclusiveofthematerialswithinandbeneaththepavementaswellas

thecondition.TherearetwotypesofstabilisationinwhichcantakeplacesuchasPlantmixed

and In-situ. The climate conditions also must be considered to ensure the suitability for

2.0LITERATUREREVIEW

-29-

constructionprocessandbinderreactions.Australiaisknownforitsdiverseclimatesofwhich

the extreme conditions experienced can affect road stabilisation. Guide to pavement

technology–Part4D:StabilisedMaterialsandPart4L:StabilisingBindersshouldbeconsidered

forguidance,testingandthequalitycontrolofthematerialssuitableforstabilisedpavement.

2.6.1 PlantMixedStabilisedMaterials

ForplantmixedstabilisationthematerialsandbinderareblendedthroughaPugmill,whichin

turndischargesintoatruckoranoff-roaddeliveryvehicle.Theblendedmaterialisnormally

laidonsitethroughapaver(AUSTROADS,2009).Theparentcrushedmaterialsforplantmixing

aretypicallystockpiledclosetothemixingplantgenerallyasapprovedorcompliantstockpiles

intermsofmeetingrushingandscreeningspecifications.

Thestationaryplantismostapplicablewhereallthematerialissourcedfromasinglesupplier,

ahighdegreeofuniformlyisrequiredandthehaultotheplacementareaisrelativelyshort.

CareshouldbetakeninusingPugmillstoensurethatthebinderselectedhasaworkingtime

sufficienttoallowforhaulagetosite,placementandcompaction(AUSTROADS,2009).

The delivery requirement of plant-mixed stabilisedmaterials depend upon the designated

workingtimeandambientweatherconditionsatthetimeofplacement.Itisrecommended

that,regardlessoftheweatherconditions,allplantmixedstabilisedmaterial isdeliveredin

coveredtruckswithamaximumtransportationtimeofhalf theworkingtimeof thebinder

(AUSTROADS,2009).Inthismanner,lossofmoisturethroughevaporationorwettingdueto

rainisminimisedduringtransportationandsufficienttimetoplaceandcompactisavailableat

thesite.Transporttime=½workingtime(AUSTROADS,2009).

Placement isundertakenbyagrader spreadingandshapingorbypaver.Whenselectinga

paver,thewidthshouldbegovernedbytheabilityoftherollerstoapplyfullcompactionwithin

theworkingtimewithoutexcessivedryingout.

2.0LITERATUREREVIEW

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2.6.2 InsituStabilisation

There are many factors affecting production levels however, experience has shown that

productionratesforstabilisationdepthsupto200mmare3000to5000m2perdayand2000

to4000m2perdayfordepthsgreaterthan200mmforonesetofplant(AUSTROADS,2009).In

planninganinsitustabilisationprojectallfactorsaffectingproductionlevelsshouldbetaken

intoaccounttominimisetheriskofassumingunrealisticproductionrates(AUSTROADS,2009).

Inurbanareaswheretherearefixedlevels,anincreasetothelevelsfromagranularoverlay

will necessitate the raising of kerb and gutter and medians as well as the adjustment to

driveways,footpathsandservicecovers.Wherekerblevelscannotbealtered,incorporatinga

recycled pavement can still be accomplished by lowering the formation level and

reconstitutinga thickeroverlyingpavement (AUSTROADS,2009). Thepavementmaterial is

removedtoonesidetoexposetheformation.Thenewtopofsubgradewillbeformedoften

requiring disposal of somematerial (Kowalski and Starry Jr, 2007). The pavementmaterial

previouslysavedisthenplacedonthesubgradeandstabilised.Sometimesadditionalmaterial

isaddedatthistimeifathickerpavementisrequired(KowalskiandStarryJr,2007).

2.7 ResilientModulus

Theresilientmodulus isanimportantmechanicalpropertywidelyusedfortheanalysisand

design of pavements. The determination is therefore important as it is used for the

mechanistically based design/analysis procedure for pavements (Stolle et al., 2009). For

stabilisedmaterialstheresilientmodulusisdependentuponthefatiguerelationshipusedin

design. It is important tounderstand that the resilientmodulus is in factameasureof the

stiffnessandisnotthestrengthinwhichthepointwherematerialpermanentlydeformsor

fails(Stolleetal.,2009).Pavementsaredesignedtowithstandvariousmagnitudesofdesign

axle(single,tandem,tridemandquadem)loadapplications

• Granularstabilisation–ConfinedtriaxialtestsorUCSrelationships

• Modifiedstabilisation–IndirecttensiletestsorUCSrelationships

• Boundstabilisation–flexuraltests,triaxialcompressiontestsorUCSrelationships

2.0LITERATUREREVIEW

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2.7.1 ResilientModulusInfluences

Astheresilientmodulusisusedtodetermineapavementsstiffnessunderloadingconditions

there are a number of influences in which have a direct affect to the resilient modulus

(Buchanan,S.,2007).

2.7.2 Compaction

Maintainingthedensitythatisobservedatthetargetfieldisimportantforspecimenstobe

abletoobtainthemostrealisticperformancefortheresilientmodulus(Buchanan,2007).This

isevidentaswhenasampleiscompactedatalowerdensityitshowsaresultofalowermoduli

whencomparedtothatofahigherdensity(Buchanan,2007).Thecompactionhowevercan

alsoberesultedfromtheaggregatesize,particleshapeandgradingaswell.

2.7.3 StressState

Thestressstateisappropriatetobecalculatedcorrectlysothattheresilientmoduluscanbe

found.Thestressstateisafunctionofconfinementandappliedstresstothematerial.Thebulk

stressiscalculatedandrepresentsthetotalmaterialsstressstate.Itiscriticaltodeterminethe

relationshipbetweenresilientmodulusandstressstate.Ahigherfinescomponentresultsina

decreasedstressstateandthefurtherthematerialliesinthepavementstructure.

2.7.4 MoistureContent

Amaterialsperformancecanbeaffecteddrasticallybythemoisturecontent.Duetothisitis

important to test materials at their optimummoisture content (OMC) by Proctor testing.

Thoughit is importanttoreachthematerialsOMCit isalsoessentialforthematerialtobe

tested close enough to the field conditions (Buchanan, 2007). The resilient modulus will

decreaseasthemoisturecontentincreasesalongwiththesaturation.

2.8 MaterialGrading

Material grading can be accurately measured and checked by making a reference to the

plasticity. The grading enables research to assess a relationship of the PSDwhich helps to

determine the resilient modulus and how this is impacted. High fines percentages in a

2.0LITERATUREREVIEW

-32-

materialsPSDcancauseadecreaseintheresilientmodulusasopposetotheoppositewhich

resultsinahighergravelpercentageincreasingtheresilientmodulus.

2.9 BenefitsofStabilisedMaterials

Thebenefitsofsoilstabilisationareaimedtoimprovethequalityofthesubgradematerialsfor

recycling and to reduce the need for imported materials. The high production rates of

stabilisation can improve the construction expediency. Whilst stabilisation reduces the

shrinkage rate of high plastic clay and increases bearing capacity. Mechanical mixing and

compactionofextremelyweathered rock improvespermeabilityby reducing the scope for

seepagethroughlenses,fissuresandotherfaults.Theenvironmentalbenefitscanreducethe

quantities necessary of quarry products, export to tip sites and less traffic loading on the

surroundingroads.Thepermeabilityhelpstoimprovethephysicalandchemicalpropertiesof

claywhichresultsinastrongermaterial.Theprocessoftenwillincreasethestrengthofthe

materialtobeabletohandleincreasedtrafficloadings.

-33-

3.0 METHODOLOGY

Thissectioncoverstheprocuring,furnishing,mixingandplacingofapprovedsoiloronthetop

ofthesubbaseattheBracalbaQuarryfeederroad.Thisincludestheprovisionsoftheadditives

Consolid444andSolidryandtheircorrectapplicationintheconstructionofabasecoursein

accordancewiththerequirementsofthesespecifications.

3.1 InvestigationMethodOverview

3.1.1 PriortoTreatment

Forthepurposeofclassification,thematerialusedinthisstudy,priortotreatmentisidentified

as a type 2.5 unbound granular material, as specified by the Bracalba Quarry, shown in

Appendix C. Prior to the pilot study, a 100kg sample of the approved unbound granular

materialwasobtainedtobeusedforthefollowingtests.Thoughthetestingofthematerialis

providedfromthequarry.

• Particlesizedistribution

• LowerLiquidLimit

• LowerPlasticLimit

• PlasticityIndex

• ClaytoSiltratio

• Dryweightandoptimummoisturecontent(alsotoincludezeroairvoidsline)

• CBRtest.

As theproduct isaimedatdecreasingthecapillaryrise itwasdeemednecessarytoobtain

moisturegaugesinwhichareimplementedintothematerialatthesubgradeandupperlayer.

3.1.2 FollowingTreatment

Duringthemixingandcompactioniswhenthemoisturegaugeswerefittedintothetreated

materialatthemiddepth.

3.0METHODOLOGY

-34-

At14days,30days,60days,90days:

• FallingWeightDeflectometertestsat10mspacingand5mstaggeracrosstheTest

materialandtheparallelControlsite.

• Determine the resilient modulus of the treated layer by back calculation of the

deflectionbowltobecarriedoutintheprogramELMOD6.

• Visualinspectionofthesite

o Identifypotholingandanydeformation

o Identifycrackingbytype

§ Fatigue

§ Shrinkage

§ Settlement

• Measuremoisturecontent

3.1.3 FinalAnalysis

• PlotpavementresilientmodulusateachtestpointoftheFWDtesting

• CalculatethemeanModulusandcoefficientofvariationforthesiteandtheelapsed

time

• Usethisvalueofmodulustocalculatethestrainatthetopofthesubgrade

• Usethestraindatatodeterminethenumberofcyclestofailureforthepermanent

deformationforeachtimeinterval

• Chartthemoisturecontentsatbothlocationsbytime

3.0METHODOLOGY

-35-

3.2 RoadConstruction

Themethodologyusedtoassessthisstudyutilisedtheresourcesavailableinregardstotesting

apparatusfromUSCandthestoragefacilitiesatUSC.Thetimeandequipmentprovidedby

fromBrisbaneCityCouncilworkersatBracalbaQuarrywasinvaluabletoconcludingthistrial.

FallingWeightDeflectometer(FWD)testingandadvicefromPavementManagementServices

(PMS)andmaterialsupplied(C444andSolidry)byAustrablendalongwithguidanceonitsuse

providedgreatassistancethought-outthisperiod.

ThetrialstudywasconductedatBracalbaquarryon9thApril2016.Theproposedareawas

initially boxedout to the area of 30mby 8mand to a depthof 250mm.Amixing padof

approximately230m2wasrequiredforthepremixingandtreatmentofthesoil.Thesoilwas

thensplitintotwo104tonsamplesandinitiallya52-tonsampleofroadbaseatapproximately

5mwidewasspreadtodepthof100to150mm.Thisinitialsamplewasthentreatedwith

approximately45LitresofpreparedC444solutionthatwasuniformlyspreadoverthesample

andthenwasmixedwithapowerharrowwithfivepassestoguaranteeanabsolutemix.On

thetreatedbase,theadditional52tonsofroadbasewasrepeatedwiththetreatmentofC444

application,withtheequivalentmethodtotheprevioussample.Oncethesitewasprepared

totherequireddepthof250mmthesamplewastransportedtothesiteandspreadtoadepth

of125mmaftercompactionwithapadfootroller.Thisfirstlayerwasthencompactedandthe

cornersaswellasotherinaccessibleareaswerecompactedwithawhackerplate.

Thisprocesswasrepeatedandconductedforthefinalsampleoftheroadbasewiththeinitial

mixingprocesswith52-tonroadbaseharrowedandgradedbeforeapplyingthe1tonofSolidry

product.ItisimportanttodistributetheSolidryuniformly,theSolidryissuppliedin25kgbags

whichenabledadistributionatapproximatelyonebagper6m2.Thiswasfurtherassistedby

theharrowingprocessandgradingofthematerial.TheSolidryhadtobefullyincorporated,to

aminimumoffivepassesat100to150mmdepth.Theprocesswasthenrepeatedidentically

onthefinal52tonsbeforetransportingtothesite.

Theexcavatorhelpedtoeffectivelyspreadthetreatedmaterialwiththeuseofagraderbefore

compactionwiththesmoothdrumroller.Atalltimestheprocesshadtobeobservedtoensure

optimummoisturecontent.Thetreatedroadbasewasaimedtomaintainapproximately10%

3.0METHODOLOGY

-36-

so that when squeezed in the hand, the road base holds firm without showing finger

indentationswhichwillindicatethatthereiseffectivelytoomustmoisture.Thefinalsample

wasthencompactedandthefinalproductoftheroadconstructionwascompleted.Itshould

benotedthattheinitialsurfacecracksthatwerepresentwereduetotheovercompactionof

thematerial.Thesurfacecrackswererectifiedbeforetheendoftheprocess.Theprocessfrom

thetreatmentandconstructionofthetrialsitecanbeshowninthefollowingFiguresbelow.

Figure 3.1 - Section boxed out to 250mm Figure 3.2 - Material is spread on mixing pad

Figure 3.3 - Material treated with C444 Figure 3.4 - Grader windrows material

Figure 3.5 - Transported material to site Figure 3.6 - Material placed and spread

3.0METHODOLOGY

-37-

Figure 3.7 - Material treated with Solidry Figure 3.8 - Trial site compacted

3.3 QualityTesting

Improvetheinsitusoil,whereverpossibleandfeasiblebyintermixingitwithlow-costmaterial

availablelocallybeforetreatingthesoilwiththeConsolidadditives.Gap-sizedmaterialshould

beimproved,ifpossible,byaddingthemissingfractions.Thesoilthatistobetreatedshould

be thoroughly loosenedandpulverised inorder for theConsolid additives tobedispersed

equally into the entire soil surface. For this purpose, it is essential to use appropriate

application equipment and suitable mixing tools. The treated soil after application of the

additivesbutpriortocompactingshouldshowtheOMCoravalueslightlyabovetheOMC.The

compacting/rollingofthetreatedlayershouldbeavoideduntilthemoisturecontentisclose

toOMC.Inthisinstance,resultinginaplasticconditionofthesoil,thereforethesoilshouldbe

loosenedagainwithamixerandcontinuemixingalongwithairingandventilationuntilthesoil

isacceptableforcompaction.DuetotheConsolidsystemallowingconstructionofloadbearing

layers,itisoftenadvisedthattoprotectthesurfacingfromdefectsandmechanicalabrasiona

thinwearingcourseshouldbeapplied.

3.3.1 TreatmentwithConsolid444

BeforetheConsolidadditivescouldbeapplied,somepreparatoryworkhadtobecarriedout

ontheroad.Itisessentialtoensurethatthesubgradeandsubbaseisproperlycompactedand

isabletoallowtobuildupthetreatedbasecoursewithoutanyproblems.Thesubbaselevel

hastobefullystableundertrafficandprovidenomovementotherwiseitmakesitdifficultto

compactthetreatedbasecourseproperly.Ifproblemsareevidentthenthesubbasemustbe

compacted until stable. However, if themoisture is too high for compaction, the subbase

shouldbeallowedtodryoutorrotatethesoiltohelpaidtheprocess.

3.0METHODOLOGY

-38-

PreparedtherequiredquantityofConsolid444solutionbyadding100–200clConsolid444

toasmuchwaterasrequiredtogetthesoilneartheOMC.Theamountofwaterfordilution

ofConsolid444isactuallyrequiredcanbecalculatedfromtheNMCinthesoilandtheOMC,

theseareprovidedbyBracalbaQuarry.UsuallythesoiltobetreatedismoreorlessatOMC

andinthiscaseitisapproximatedtouse4Lofwaterforthedilutionof100-200ccConsolid

444p/m2toavoidovermoistening.The4Lsolutionisequaltoapproximately1%increasein

themoisturecontentofthesoil.Tocalculatetheproperquantityofsolutionneededisdone

bymultiplyingsq.mbylitressolution.ImmediatelyaftertheConsolid444solutionhasbeen

applied to thematerialmixing is required.This isessential toavoid thesurfacesoil isover

moistened.

3.3.2 TreatmentwithSolidry

Solidry is recommendedtobeaddedtothetop150mmlayerof theConsolidsolutionpre-

treatedbasecourse.Butundercertainconditionsitcanbeappliedtotheentirebasecourse

layerinthewaytheC444isandconcentratedtothetoplayer.Therecommendedquantityof

Solidrywascalculatedandaworkingsolution1:1prepared.Solidryisapowderedproductand

wasappliedwithproperspreadingequipmentwhichallowstheapplicationofthepowdervery

closetothesoiltoreducedusting.

Solidryismixedintothesoilatfirstwithlowspeedtoavoiddustingandinthisinstancewas

mixedintothetop150mmofmaterial.Theconcentrationcanbeadjustedbygradualincrease

tothedesiredamountfortheamountofmaterial.

3.4 Construction

Once the base course has been properly preparedwith both solutions and treated in the

method,itcanthenbereadytobeproperlylevelledandcompacted.

3.4.1 Watering

Waterrequiredbeforethematerialiscompactedshallbeaddedinsuccessiveapplicationsby

meansofawatertrucktoapplythewaterevenlyanduniformlyofthearea.Thewatershould

bethoroughlymixedwiththematerialtobecompactedbymeansofharrowingmixersanda

3.0METHODOLOGY

-39-

grader.Wherethematerialissuitablepreferencemustbegiventomixingbytheharrowing

mixer.Themixingshouldcontinueuntiltherequiredamountofwaterhasbeenaddedand

untilauniformmixtureisobtainedbeforecompactioniscommenced.

TheamountofwatertobeaddedshallbesufficienttobringthematerialtotheproperOMC

for the compactionequipmentusedand thedensity required. The compactionwater shall

containtherequiredamountofConsolid444.Thedosageshallbeevenlydistributedthrough

thesuccessiveapplicationstoensureevenanduniformspreadovertheareaconcerned.The

Solidryshallbemixedwithwaterintheproportion1:1to1:5andshallbeappliedtothetop

125mmofthetrialsite.TheSolidryshallbespreadovertheloosesoilandmixedin.

3.4.2 Levelling

Carriedoutwiththegrader,ithastobeobservedthattheshapeoftheroadisalreadyatthe

timeofconstructionmoreorlessatrightlevelinordertoavoidcuttingintolowleveltreated

materialmaterialinthefinalstageofconstruction.Thefinallevelshouldhaveagradientof3-

5%towardsthesidesoftheroad,whichshouldbealsotreatedinthetop150mm.

3.4.3 PlacingandCompaction

Beforethebasecourseisconstructedtheunderlyinglayershallconformtotherequirements

ofthelayerconcernedandapprovedbytheconstructorandAustrablendrepresentative.The

base material shall then be dumped and spread in an even layer of 150 mm thickness.

Compactioncanbestartedimmediatelyafterthemixinginoftheadditiveswithpadfootroller

andshouldbecontinuedduringlevellingwiththegrader.Whenthepadfootshavebeentaken

out from thematerial, a sign of good compaction. The rolling is interrupted for the final

levelling with the grader and continued with a smooth drum roller (with vibration). The

treatmentofthebasecourselayeroftheroadisterminatedshouldhaveasmoothsurfaceon

themainroad.

3.0METHODOLOGY

-40-

3.5 MaterialsSamples 3.5.1 Consolid444

TheliquidCONSOLID444shouldbeofwhitemilkycolourandasamplecanbeseeninFigure

3.9.However,ifthesteeldrumsarestandingforalongerperiodsomeironrustcanchange

thecolourandthereforethecolourcanbebrownyellowish,butthisdoesnotharmtheeffect.

To control the effect of the C444 it is able to be tested by taking two transparent plastic

containersandfillwithwaterandwithasmallamountofclaysoil.Thisisthenmixeduntilthe

clayisdissolvedinthewater.Thusfollowingfromthisgiveonecontainerthesamedropsof

C444andthenyoumixitwell.Animmediatetheagglomerationoftheclayparticleshouldbe

present.

Figure 3.9 - Consolid 444 sample

3.5.2 Solidry

TheSolidrycanbetestedforqualityalsowithawatertest.Thiscanbedonebytakingaglass

andfillitwithwater.ThanplacingonthewatersurfacetheSolidry.TheSolidrymustswimon

thesurfaceandnoparticleshouldsinkdown.Thistestcanbeleftforseveraldaysanditmust

resistthewateraexampleofthisisshowninFigure.

3.0METHODOLOGY

-41-

Figure 3.10 - Solidry quality test

3.5.3 ApplicationRates

QuantitiesforConsolid444andSolidryinthescheduleofquantitiesarerespectivelybased

on0.8L/m3and10L/m3respectively.Theseratesmayhoweverbevariedandthishasbeen

determinedduringtheconstructionofthebase-course.Thefollowingvaluesare

recommended.

• 1m3ofsoilofsoil2000kg(2tons)

• 1m2,25cmdeep,therefore500kg

• 1m2,10cmdeep,therefore200kg

Standardquantitiesoftheadditives,empiricaltestsrevealedthefollowingamountsforthe

overwhelmingmajorityofexistingsoils:

• forConsolid444:0.2Lperm2

• forSolidry:1%to2%ofsoilweight=2kgto4kgperm2

3.0METHODOLOGY

-42-

3.6 FallingWeightDeflectometer

ThescopeofworkinvolvedaFWDsurveyofthesectionofroad(30m)intheBracalbaQuarry.

The testing was to be performed at 10m intervals, staggered between wheel paths (5m

stagger)inbothdirections.Thesitewastestedonfourdifferentoccasionsonthe22ndApril,

20thMay,8thJulyand14thSeptember.Anindicationofthedropswaspreparedandprovided

forthetester.ThesetupofFWD/HWDwascarriedouttestinginaccordancetotheFWDsurvey

procedurePMS-TP4-001.Ateachtestpoint4dropswererequired.Drop1,2&3requiresa

targetloadof566KPa40KNfollowedbyadropat60KN.GPSco-ordinateswererequiredfor

eachtestlocationsothatamapofthetestingcanbeproducedandcross-referenced.

3.7 InstallationofMoistureGauges

TheMoisturesensorswereprovidedbyPacificdatasystems.Duetoadelayinthesupplyof

themoisturegauges,theywerenotabletobeinstalledontheinitialday.Thegaugeswere

fittedonthe14thofMaywiththeuseofacoringdevicetoadepthofapproximately250mm

and125mmshowninAppendixF.ThelocationoftheMoisturesensorsisshowninFigure3.11.

Priortotheinstallationofthegaugesitwasnecessarytocalibratethem.Themoisturegauges

areabletogiveareadingofthedielectric,electricconductivityaswellasthetemperature.

Thesereadingsaretakenevery15minutesandareuploadedtoaportalonceaday.Aninitial

graphtorepresentthedatabeingrecordedisshowninFigure3.3.

Figure 3.11 - Position of Moisture sensors in material

125mmTrialmaterial (Solidry+C444) 125mmTrialmaterial (C444) 150mmSubbase Subgrade

Sensor1

Sensor2

3.0METHODOLOGY

-43-

3.8 CalibrationofMoistureGauges

The2.5unboundroadbasesamplematerialprovidedbyBracalbaQuarrywasusedtocalibrate

theMoistureGaugespriortotheirinstallation.Thiswasdeemednecessarytohelpunderstand

thepotentialresultsthesensorswouldprovidefromthetrialsite.Anovendrysampleofthe

materialwasusedat110°Covernightandprovidedthebasereadingforeachofthegauges.

Following,thesamplewasthencompactedintoamouldandthemoisturesensorswereset

upwiththedatareader.Atdetermined30minuteintervalsaknownpercentageofwaterwas

addedtothesamplewhichwasthenuniformlymixedtogainaevendistributedsample.

Theprocesswasasfollows:

• 2%waterbyweightandrepeatthereading

• Another2%andrepeat

• Repeatat4%,6%,8%,10%and12%

• Graphreadingagainstactualmoisture

3.0METHODOLOGY

-44-

3.9 PlantEquipment

Figure 3.12 - Tractor and Power Harrow

Figure 3.13 - Material tip truck

Figure 3.14 - Smooth drum roller

3.0METHODOLOGY

-45-

Figure 3.15 - Water spray truck

Figure 3.16 - Front end loader

Figure 3.17 - Grader

-46-

4.0 RESULTS

ThissectionoutlinestheresultsfoundfromthetestingproceduresthewereutilisedforthetrialmaterialshowninFigure4.1below

Figure 4.1 - Final trial section after construction

4.1 PavementProfile

Thepavementprofilesforboththetrialsiteandthecontrolsitehadtobedeterminedin

ordertocorrectlyprocesstheresults.Thepavementprofilehasamajorrole,asitis

importanttounderstandhowmanylayersarebelowthesurfaceandhoweachlayeris

designed.

4.1.1 TreatedMaterialProfile

Thetrialsiteconsistedofthreelayersofunboundmaterialabovethesubgrade.Theinitialsite

hadpre-existinggranularmaterialafterthesitewasinitiallyboxedouttoadepthof250mm.

Theexistinglayerconsistedofapproximately150mmofgranularmaterialasshowninFigure

4.2below. The improved layer consistingofC444was approximately125mmand then the

improvedlayerconsistingofSolidryandC444layerwasapproximately125mmasshownbelow

inFigure4.2.

4.0RESULTS

-47-

125mmImprovedLayer(C444+Solidry)

125mmImprovedLayer(C444)

150mmSubbaseMaterial

Subgrade

Figure 4.2 - Trial pavement profile

4.1.2 ControlMaterialprofile

Thecontrolsitewasdeterminedtohaveanapproximatedepthof400mmofgranularmaterial

abovethesubgrade.Thecontrolsiteconsistedofthesameprofileasthetrialsitepriortothe

treatedmaterialbeingplaced.TheprofilecanbeseeninFigure4.3below.

400mmBaseMaterial

Subgrade

Figure 4.3 - Control pavement profile

4.0RESULTS

-48-

4.2 ParticleSizeDistribution Table 4.1 - Particle size distribution, test 1 results

ASSieveSize

Min Max %Passing ParticleDistribution

PSDCategory

%RecommendedbyConsolid

37.5mm 100 100 10028 Gravel 5.319.0mm 80 100 92

9.5mm 55 90 72

4.75mm 40 70 5248 Sand -14.72.36mm 30 55 39

0.425mm 12 30 24

0.075mm 5 20 15.8 24 Fines 9.3

Figure 4.4 - Particle size distribution results, Test 1

0

10

20

30

40

50

60

70

80

90

100

37.5mm 19.0mm 9.5mm 4.75mm 2.36mm 0.425mm 0.075mm

%Passin

g

ASSieveSize

%Passing Min Max

4.0RESULTS

-49-

Table 4. 2 - Particle size distribution, test 2 results

ASSieveSize Min Max %Passing

ParticleDistribution

PSDCategory

%RecommendedbyConsolid

37.5mm 100 100 10041 Gravel -7.719.0mm 80 100 81

9.5mm 55 90 59

4.75mm 40 70 4241 Sand -7.72.36mm 30 55 30

0.425mm 12 30 18

0.075mm 5 20 11.5 18 Fines 15.3

Figure 4.5 - Particle size distribution, Test 2

0

10

20

30

40

50

60

70

80

90

100

37.5mm 19.0mm 9.5mm 4.75mm 2.36mm 0.425mm 0.075mm

%Passin

g

ASSieveSize

%Passing Min Max

4.0RESULTS

-50-

4.3 LaboratoryCBRandMoistureDensity

Figure 4.6 - Laboratory soaked CBR

Figure 4.7 - Laboratory optimum moisture content

0

10

20

30

40

50

60

6.5 7 7.5 8 8.5 9 9.5 10 10.5 11

CBRVa

lue

MoistureContent(%)

1.95

2

2.05

2.1

2.15

6.5 7.5 8.5 9.5 10.5

DryD

ensity(cm

3)

MoistureContent(%)

4.0RESULTS

-51-

4.4 AtterbergLimits Table 4.3 - Atterberg Limits for the Type 2.5 granular material

TestsType TestResult1 TestResult2

LiquidLimit 31.6 28.8

PlasticLimit 18 19.2

PlasticIndex 13.6 9.6

LinearShrinkage 5.8 4.8

P.Ix%0.425mm 321 168

L.Sx%0.425mm 136 84

FinesRatio 0.67 0.65 4.5 FWDDeflectionResults

The FWDmeasures the pavement’s response to loading and the surface of the pavement

performsadeflectionbowlundertheload.Thesedeflectionsaredependentonthestiffnessof

themodulusfromthesubgradesreaction.TheFWDdeflectionresultsinwhichwerecalculated

from the site testing are shown in Appendix D. These results are the deflection in micro

millimeters thatwere collectedat the testing foruse in thebackcalculationprocess. These

resultsshowboththetreatedmaterialandthecontrolmaterialdeflections.

4.0RESULTS

-52-

4.6 BackcalculationfromELMOD6

The backcalculation of the pavement layermoduluswas performed through ELMOD6. The

moduliofthepavementlayersarecalculatedfromthedeflectionsthataremeasuredbythe

FWDtesting.TheresultscalculatedthroughELMOD6areshownbelow.

4.6.1 TreatedMaterial

Thefirsttestwasconductedonthe22ndApril2016attheBracalbaQuarry.Thetreatedmaterial

had been in place for approximately 14 days at when this test occurred. The results from

backcalculationthroughELMOD6areshowninTable4.4below

Table 4.4 - Elastic Modulus results from Trail FWD testing (1)

Chainage(km) Base(MPa) Subbase(MPa) Subgrade(MPa)

0 199 141 71

0.005 609 334 136

0.01 229 133 103

0.015 289 228 99

0.02 119 73 104

0.025 225 141 58

0.03 282 207 55

Mean 279 180 89

StandardDeviation 156 85 29

CoefficientofVariance(CV) 56% 47% 33%

10thPercentile 167 109 57

90thPercentile 417 270 117 Thesecondtestconductedonthetreatedmaterialoccurredonthe20thMay.Thiswas

approximately41daysafterthetreatedmaterialwasplacedatthesiteandcanbeseen

belowinTable4.5.

4.0RESULTS

-53-

Table 4.5 - Elastic Modulus results from Trail FWD testing (2)

Chainage(km) Base(MPa) Subbase(MPa) Subgrade(MPa)

0 748 260 94

0.005 712 475 140

0.01 273 350 91

0.015 436 709 111

0.02 402 22 49

0.025 368 339 77

0.03 386 466 71

Mean 475 374 90

StandardDeviation 182 212 29

CoefficientofVariance(CV) 38% 57% 32%

10thPercentile 330 165 62

90thPercentile 726 569 123

Thethirdtestwasconductedonthetreatedmaterialoccurredonthe8thJuly.Thiswas

approximately90daysafterthetreatedmaterialwasplacedatthesiteandcanbeseen

belowinTable4.6.

Table 4.6 - Elastic Modulus results from Trail FWD testing (3)

Chainage(km) Base(MPa) Subbase(MPa) Subgrade(MPa)

0 1055 419 125

0.005 1076 667 208

0.01 825 570 139

0.015 542 1347 166

0.02 601 941 108

0.025 473 395 98

0.03 478 237 75

Mean 721 654 131

StandardDeviation 263 380 45

CoefficientofVariance(CV) 36% 58% 34%

10thPercentile 476 332 89

90thPercentile 1063 1103 183

4.0RESULTS

-54-

Thefourthtestwasconductedonthetreatedmaterialoccurredonthe14thSeptember.This

wasapproximately158daysafterthetreatedmaterialwasplacedatthesiteandcanbeseen

belowinTable4.7.

Table 4.7 - Elastic Modulus results from trial FWD testing (4)

Chainage(km) Base(MPa) Subbase(MPa) Subgrade(MPa)

0 680 215 74

0.005 668 884 126

0.01 823 286 103

0.015 870 482 142

0.02 326 465 141

0.025 533 811 113

0.03 290 79 40

Mean 599 460 106

StandardDeviation 227 300 37

CoefficientofVariance(CV) 38% 65% 35%

10thPercentile 312 161 60

90thPercentile 842 840 141

4.0RESULTS

-55-

4.6.2 ControlSite

TheControlsitewastestedatthesametimeanddatesasthetreatedmaterial.Thiswas

importanttomaintainthereliabilityofthedata.

Table 4.8 - Elastic Modulus results from Control FWD testing (1)

Chainage(km) Base(MPa) Subgrade(MPa)

0 476 75

0.005 961 76

0.01 479 89

0.015 596 82

0.02 523 86

0.025 676 67

0.03 293 191

Mean 572 95

StandardDeviation 208 43

CoefficientofVariance(CV) 36% 45%

10thPercentile 403 72

90thPercentile 790 130

Table 4.9 - Elastic Modulus results from Control FWD testing (2)

Chainage(km) Base(MPa) Subgrade(MPa)

0 502 86

0.005 414 74

0.01 762 61

0.015 448 73

0.02 435 99

0.025 581 107

0.03 521 73

Mean 523 82

StandardDeviation 120 16

CoefficientofVariance(CV) 23% 20%

10thPercentile 427 68

90thPercentile 653 102

4.0RESULTS

-56-

Table 4.10 - Elastic Modulus results from Control FWD testing (3)

Chainage(km) Base(MPa) Subgrade(MPa)

0 412 58

0.005 595 103

0.01 402 72

0.015 527 48

0.02 509 66

0.025 584 86

0.03 584 75

Mean 516 73

StandardDeviation 81 18

CoefficientofVariance(CV) 16% 25%

10thPercentile 408 54

90thPercentile 588 93

Table 4.11 - Elastic Modulus results from Control FWD testing (4)

Chainage(km) Base(MPa) Subgrade(MPa)

0 442 83

0.005 479 83

0.01 362 69

0.015 387 75

0.02 387 68

0.025 501 80

0.03 408 55

Mean 424 73

StandardDeviation 52 10

CoefficientofVariance(CV) 12% 14%

10thPercentile 377 63

90thPercentile 488 83

4.0RESULTS

-57-

4.7 ResilientModulus

4.7.1 TreatedMaterialSite

Figure 4.8 - Elastic Modulus Calculated for Consolid trial site

0

100

200

300

400

500

600

700

800

22/04/2016 20/05/2016 8/07/2016 14/09/2016

Mod

ulus(M

Pa)

FWDTestingDate

ConsolidTrialMaterialModulus

Consolid Subbase Subgrade

4.0RESULTS

-58-

4.7.2 ControlMaterialSite

Figure 4.9 - Elastic Modulus Calculated for Control site

0

100

200

300

400

500

600

700

22/04/2016 20/05/2016 8/07/2016 14/09/2016

Mod

ulus(M

Pa)

FWDTestingDate

ControlMaterialModulus

Base Subgrade

4.0RESULTS

-59-

4.8 PermanentDeformationofSubgrade ThepermanentdeformationofthesubgradewascalculatedforeachtestonboththeTreated

materialandthecontrolmaterialoncethemoduluswasdeterminedforeachtest.Thismethod

wascalculatedbyusingtheAustroadsGuidetoPavementtechnology:Part2.Thestrainwas

calculatedatthetopofthesubgradeforeachtest.ThestrainwasthenusedinEquation2in

whichwasabletogivethenumberofcyclestillfailureforeachperiod.Theresultscanbeseen

inTable4.12below.Theresultsusedtocalculate thestrainat the topof thesubgradeare

showninAppendixE.

! = #$%%&'

( Equation2

Where:

N=NumberofCyclestoFailure

)*=CompressiveMicrostrain

Table 4.12 - Number of cycles till failure (SAR's)

TestNumber TestDateNumberofCyclestoFailure

TreatedMaterial(SAR's) ControlMaterial(SAR’s)

1 22ndApril 1.80E+08 4.31E+09

2 20thMay 1.19E+09 1.90E+09

3 8thJuly 2.45E+10 1.20E+09

4 14thSeptember 4.53E+09 5.98E+08

4.0RESULTS

-60-

4.9 MoistureReadings

Figure 4.10 - Moisture Sensor readings against annual rainfall data

y=6E-05x- 2.5158R²=0.59106

y=3E-05x- 1.1487R²=0.50384

0

20

40

60

80

100

120

140

8.0%

8.5%

9.0%

9.5%

10.0%

10.5%

11.0%

11.5%

14-May 14-Jun 14-Jul 14-Aug 14-Sep 14-Oct

Rainfall(mm)

MoistureCo

nten

t(%)

MoistureContentandRainfall(mm)forBracalbaTestSiteDailyaverage(%)

Rainfall 125mm 250mm Linear(125mm) Linear(250mm)

4.0RESULTS

-61-

Figure 4.11 - Moisture Sensor readings against elastic modulus for Trial site

0

100

200

300

400

500

600

700

800

8.0%

8.5%

9.0%

9.5%

10.0%

10.5%

11.0%

11.5%

14-May 14-Jun 14-Jul 14-Aug 14-Sep 14-Oct

Mod

ulus(M

Pa)

MoistureCo

nten

t(%)

MoistureContentandStiffness(MPa)forBracalbaTestSiteDailyaverage(%)

Base(Mpa) Subgrade(Mpa) Testmaterial Subgrade

4.0RESULTS

-62-

4.10 SummaryofResults Theresultsobtainedduringtheperiodoftestingfortheprojectshowedanumberof

comparisonsbetweentheConsolidsystemanduntreatedcontrolsite.Therewereanumber

ofcriticalfindingsthatwereseenintheresultsandthesewillbediscussedfurtherbelow.

However,asanoverviewitisimportanttonote

• ThereprovedtobeadistinctconsistencyintheresultscalculatedfromtheControl

site.

• Thetreatedmaterialshowedthatisincreasedfromalowmodulustoreachahigh

modulusbytheendofthetesting

• Themoisturecontentwasrelativelyunaffectedbyrainfallandotherwettingofthe

surface.

• TheFWDtestingwasconductedbyaprofessionalandwithintheAustralianstandards

• ThematerialshowedahigherclaycontentasrecommendedfromConsolidandthe

laboratoryresultsconductedpreviously

• TheMoisturesensorswererecordedreadingsconstantlyduringthecourseofthe

project.

Thefurtheranalysisoftheresultswillbeexploredinmoredetailbelow.

-63-

5.0 DISCUSSION

Now that theMethodology and Results have been provided, the outcome of the Consolid

System as a soil stabilizing product can be analysed. This will help to determine the

effectivenessofthefieldtrial,relativetotheaimsoftheprojectandthepreviouslyconducted

laboratoryresults.Thissectionwilloutlinetheimpactsobservedbytheuseofthestabilizing

agentthathavebeencalculatedfromthepavementtestingaswellastheresultsfoundfrom

themoisturesensorsthatareinstalledinthematerial.Thetypeofmaterialusedwillalsobe

analyzedasthisisrelativetothetypeofmaterialthatisrecommendedforthesystemtobe

effective.Finally,thediscussionwillprovideacomparisonoftheresultsthroughoutthetesting

periodandrelatebacktotheinitialfindingsreportedinthelaboratoryresults.

5.1 TreatmentProcedure

Consolidsoilstabilizationwaspermittedtobemixedinconjunctionwiththetype2.5Unbound

granularmaterialsuppliedattheBracalbaQuarrysite.Thisformofstabilizationhassofarbeen

untestedandwasacompletelynewmethodintroducedtoallthosethatwereinvolvedinthe

treatmentandconstruction.Thereareimprovementsthatcanbedonetoenhancetheprocess

for which below the positive and negative implications that were observed during the

treatmentprocedurewillbehighlighted.

The treatment of the material was conducted on a mixing pad in close proximity to the

proposed trial site at the Bracalba Quarry. As the quarry is operational from Monday to

Saturdayofeachweekitwasimportanttolimitthedisruptionintheaccessibilityforthetrucks

inandoutofthesite.Duetothisthesitewasnotabletobeboxedouttotherequireddepth

fortreatmentuntilthemorningofthe9thApril.Forthismethodofstabilisation,itwouldbe

beneficial to be able to conducted it insitu, to alleviate the transport ofmaterials and the

necessityofrequiringanarealargeenoughtotreatthesampleofmaterial.Howeverdueto

timeconstraints,theavailabilityofthequarryaprofoundsolutionwasconsideredtotreatthe

materialwhilsttheproposedsitewasboxedout.

5.0DISCUSSION

-64-

The risks that occurwith treating thematerial in thismanner is the quality control of the

productintothematerialaswellasanyothermaterialsfromtheareathatmaybepickedupin

theprocess.Astherewasnoseparationtopreventthematerialbelowtreatmenttobemixed

into the process. Inmost instances the quarry operatorswere able to remove the treated

materialwithoutcontaminatingtheproductaswasobserved.

5.1.1 Application

TheC444wastransportedtothesiteinmeasuredcontainersasshowninFigure5.1.TheC444

wasthenpouredintodistributingcansinwhichwereappliedtothematerialbyhand.Thistype

ofsoilstabilizationisimportanttogetauniformdistributionsothattheparticlesofthematerial

are sufficiently coated. Themethod thatwasused to apply theC444 solution can result in

improperapplicationratesasitreliedonthepersontodistributetheproductevenly.However

once theC444wasapplied,awater truckwasable to spray the sample inwhichwas then

followedbythegradertomixedthematerialtoattainauniformdistributionthroughoutthe

material.Thismethodappearedtoaidintheuniformapplicationasduetotimeconstraints,

equipmentavailabilityandthecostassociatedwiththetrial,anidealsolutionwasnotavailable.

Figure 5.1 - Distribution of C444

TheSolidrywasavailableonsitein25Kg.TheSolidrywasthencalculatedfordistributionacross

thematerialat1bagper6m2showninFigure5.2.ThecreationofSolidrydustbytheharrowing

5.0DISCUSSION

-65-

was quite significant as was as shown in Figure 5.3. As this product is very fine and the

applicationamountsshouldbeprecisefortheConsolidSystemtoworkeffectively.Thiswas

improvedbytheuseofthewatertrucktospraywatertosuppressthedustcreationfromthe

Solidryproduct.Itwasalsonecessarytoapplyadisposabledustrespiratortoensurethatno

Solidrydustwas inhaledbythosethatwereonsiteand incontactwiththeproduct. Itwas

importanttogetathoroughmixoftheSolidrythroughtheproductwhichmadetheuseofa

graderessentialtohelpwindrowthematerial.

Figure 5.2 - Application of Solidry 25kg bags

Figure 5.3 - Solidry dusting from harrowing

5.0DISCUSSION

-66-

Theentire208tonsofmaterialwastreatedwithbothproductsandcompactedto250mmas

proposed for the trial site. The issues raised the treatment processwere in regards to the

qualitycontrolofthematerialandtheConsolidproducts.Itwasstatedafterconstructionthat

the trial site seemed very “soft” in natural and this was assured to be normal procedure.

However,thetrialmaterialisshowingtobeverystiffandhardonthesurface.Onemeasure

thatwas put in place to control the outcomewas themonitoring of themoisture content

throughouttheconstructionprocess.ItwasrecommendedthattheOMCwaskeptat10%or

within1%.Thiswasmonitoredbytheuseofaportablemoisturesensorthatwasplacedinto

thesoil,aswellasvisualinspectionbyprofessionalstodeterminewhetherfurtherwaterwas

required.

5.2 ControlSite

Thecontrolsiteissituatedparalleltothetrialsiteatthequarry,howeveritshouldbenoted

thatthiswasunaffectedintheprocessandthematerialwasnotalteredorchangedinthisfield

trial.Thecontrolsiteconsistsofahighqualitygravelwithlessclayparticles(type2.1)compared

tothelowqualitytype2.5granularmaterialthatwasusedtotreatwiththeConsolidsystem

andplacedinthistrial.Theimportanceofestablishingacontrolsitewasdecidedduringthe

pavement testing process as it was necessary to be able to relate the results that were

observed.As itwasdeemedthattheresultscalculatedfromthecontrolsiteshouldshowa

consistencyinthetestingequipment,thoughslightchangesoccurredaschangesinmoisture

anddensitytakeplace.

TheModulicalculatedfromthebackcalculationthroughELMOD6showedaconsistencyfrom

theFWDtesting.Theresultsshowedavariationfrom572MPato516MPafromthefirstthree

teststhatoccurred.ThefourthtestresultshowedaModulusof424MPawhichwasaslight

dropincomparisontothefirstthreetest,howeverthisreductionwasalsoshowedinthetest

materialdiscussedlater.Itisassumedthatthisreductioncanbeduetoslightmoisturechanges

inthematerialand/oraresultofdensitychangesasthefourthtestoccurredinamuchlarge

periodof time frame.Thecontrol sitewasnot fittedwithmoisture sensors to support this

statementhoweverbasedofftheresultsfoundintherelatingmaterialitisconsideredtobe

thecase.Althoughbasedontheresultsitisdifficulttomakeacomparisonbetweenthecontrol

5.0DISCUSSION

-67-

andthetestsiteasthematerialsdonotcorrespondwitheachother.Thisprimarypurposehas

beentoensurethatthereisqualityinrelationtothecollectionwiththeequipmentandthis

canreflectontothetestmaterialasthetestingwasconductedinthesamemanor.

5.3 Treatedmaterial

Thetreatedmaterialwasplacedandcompactedintwoseparatelayersinaboxedoutareaof

approximately 30 m in length and a width of 8 m. The compaction of the material first

experiencedovercompactiononthefinallayerasshowninFigure5.4.Thiswasnotthedesired

finishforthesurfacethereforere-compactionhadtooccurtoavoidsurfacecracking.Thiswas

achievedbythewettingofthesurfaceandtraffickedtoslurrythesurface.TheConsolidsystem,

isrecommendedtohaveathinasphaltsurfacing layer,howeverduetoavailabilityandcost

restrictionsthiswasnotabletobeplaced.Theasphaltlayeristopreventthegranularmaterial

fromdeformationandotherdistresses.Althoughwithoutthesurfacinglayertherehasproved

tobeveryminimaldefectsonthesurfaceofthegranularmaterial.Thisisevidentfrom.Figure

5.5, Figure 5.7, Figure 5.7, and Figure 5.7 taken from visual inspections conducted at each

pavementtestingonthesite.

Figure 5.4 - Over compaction surface cracking

5.0DISCUSSION

-68-

.Figure 5.5 - First visual inspection (22nd April 2016) Figure 5.6 - Second visual inspection (20th May 2016)

Figure 5.7 - Third visual inspection (8th July 2016) Figure 5. 8 - Fourth visual inspection (14th September 2016)

5.0DISCUSSION

-69-

5.3.1 ModulusImprovements

TheModuluscalculated throughbackcalculationhas seenavariation in thestrengthof the

materialoverthecourseofthisstudy.Thefirsttestresultedinanaveragemodulusof279MPa

acrossthetreatedmaterial.Thefirst testshowedaconsistency inthemoduluscalculations

thoughatCh.0.005herewasanincreaseto609MPa.Thismaybeduetothemethodthatwas

appliedtotheuniformdistributionoftheC444andSolidryproductsastheremayhavebeena

slight higher concentration. This is also a result of the compaction at thebeginning as this

sectionmayhaveexperiencedabettercompactionatthetimeofplacingresultinginlessstrain

onthesubgradeinturnincreasingtheModulus.Thetrialsiteshowedanoverallincreaseinthe

strengthanditisunderstoodthatalthoughtheConsolidsystemisabletobetraffickeddirectly

aftercompaction,thestrengthisincreasedastheunboundlayerinconsolidatedoveraperiod

oftime.Thedatacollectedfromthesecondroundoftestingshowedanaveragemodulusof

475MPawhichwasadistinguishedincreaseontheprevious.Therewasevidentstrengthatthe

beginningofthesectionthoughoverallthemoduluswashigherthenthepreviousasshownin

Table 4.4. The third roundof testingdisplayed thehighest calculated resultswhichhad an

averagemodulusof721MPa.Thisisasignificantincreaseforanunboundgranularmaterial

thathasbeentreatedwithC444andSolidry.Thefourthtestcalculatedanaveragemodulusof

599MPa.Thiswasadecreasefromthethirdresult,howeveritshouldbenotedthatanoverall

decreasewasobservedfromthecontrolsiteaswell.Asstatedearlierthiscanbeduetothe

slightmoisturechanges,inthematerial,aswellasthedensity.Theoverallresultscalculated

fromthepavementtestingshowedthatthetreatedhadasignificantincreaseinstrengthafter

construction.

5.4 ParticleSizeDistribution

TheoptimumparticlesizedistributionasnominatedbyAustrablendis1/3:1/3:1/3,howeveris

recommended formaterialswith a high clay content. The particle sizing of thismaterial is

shown inTable4.1andTable4. 2.Althoughnot theoptimumdistribution theparticle size

appearedtomeettherequirementofahighclayandfromTable5.1belowthematerialcanbe

classifiedasType2withaGradingofEinaccordancewithTechnicalSpecification-MRTS05

UnboundPavements.Thisshowsthatthematerial is thereforebeclassifiedasaType2.5 if

5.0DISCUSSION

-70-

usedinabaseorsubbase.ThiswaspreviouslyspecifiedbyBracalbaQuarryintheirmaterial

gradinginAppendixC.

Table 5.1 - MRTS05 Unbound Pavements grading comparison to trial sample

ASSieve

Size(mm)

PercentPassingbyMass

GradingB GradingC GradingD GradingE Result1 Result2

75.0 100 100 100 100 - -

53.0 100 100 100 - - -

37.5 85–100 100 100 85–100 100 100

19.0 55–90 80–100 100 - 81 92

9.5 40–70 55–90 80–100 40–100 59 72

4.75 28–55 40–70 55–90 - 42 52

2.36 20–45 30–55 40–70 20–100 30 39

0.425 10–25 12–30 20–40 10–80 18 24

0.075 4–15 5–20 8–25 4–30 11.5 15.8

5.5 CompareLaboratoryandFieldtests

Previouslaboratoryresultsthatwereconductedin2015bytheUniversityoftheSunshineCoast

lookedintotheperceivedbenefitsoftheConsolidSystemandwhethertherewassignificant

improvementtothetreatedmaterial.ThetestingconsistedofaDynamicModulustestinwhich

usedthreematerialstocompare.Theresultsfromthemoduluseffectofthelaboratoryresults

areshownbelowinTable5.2.Theseresultsprovedthatwiththeuseofasimilarmaterialas

usedinthistrial,withhighclaycontent(ObiObimaterial)hadanincreaseofapproximately

35% to the treatedmaterial compared to theuntreated sample.However, thehighquality

granularmaterialshownintheresultsbothshowedthatthereactionwaslesssignificantasthe

Consolidsystemwasunabletocreateeffectivebonds.Thiswasconceivedasthelackofclay

finesinthematerial,whichenhancedthepropertiesofthelowqualitygranularmaterial.

5.0DISCUSSION

-71-

Table 5.2 - Reported laboratory results from previous study

MaterialSample MeasuredCBRUn-stabilised

Modulus(MPa)

StabilisedModulus

(MPa)

ImageFlat 100 646 538

ObiObiOverburden 30 471 637

MoyPocket2.3 100 494 316

Theresultsthatwereobservedfromthefieldtestinginthethirdandfourthresultcorrelatethe

laboratoryresultsobservedfromtheObiObiOverburdenthatwerefoundin2015.Thetwo

materials consist of similar particle size distribution and this can be seen in by comparing

AppendixCandAppendixG.

5.6 MoistureReadings

Themoisturecontentshowedveryminimalvarianceduringthetestingperiodandincreasedin

increments, howeverwas consistent. The BracalbaQuarry experienced a number of heavy

rainfalleventsduringthemonthofJune2016,howeverthisprovedtohavenoeffectonthe

moisturecontentthatwasmeasuredinthematerial.ThenextMajorraineventoccurredin

September however this also did not affect themoisture content in the treatedmaterial.

Unboundmaterial strength is strongly influenced by themoisture content present. As the

moistureincreasesthestrengthofthematerialisoftenreduced.However,thetreatedmaterial

appearstoberesilienttotheeffectsofwater.ThematerialtestingprovidedbyBracalbashown

inAppendix C, calculated theOMC for the Type 2.5material at 8.6%.As evident from the

moisture sensors installed at the site, the current moisture content of the material is at

approximately 10.5%. Though this increase is minimal it is still significant in terms of the

Consolidsystemwaterproofingthematerial.

TheBracalbaQuarry,hasapproximately350truckmovementsdailythroughthesite.Asthis

siteisunboundthiscansubjecttheareatoanexcessofdustdisturbance.Thequarryinthis

instanceimplementsawatertrucktosuppresstheeffectsfromdustatthesite.Thewatertruck

isestimatedtosprayapproximately2Litres/m2ofwaterfromthespraynozzleandcanpassup

tofivetimesdaily.Thisisimportanttoconsiderasthiscanrelatetoapproximately25mmof

5.0DISCUSSION

-72-

water sprayed from the water truck daily on the treated material. Essentially creating a

substantial rainfall event daily. However, from the moisture results shown there is no

considerableincreaseinthemoisturecontentdespitetheamountofwaterappliedtothesite.

5.7 VisualInspection

Visualinspectionswerealsotakenduringtheperiodoftimeallowedbythequarryfortesting

ofthepavement.Itshouldbenotedthatthevisualinspectionsthathaveoccurredoftheperiod

oftestingitwasobservedthattherewasminimalamountsofdefectsorerosiononthetrial

material.Figures5.5,5.6,5.7and5.8aboveshowsatimelapseoffromtheinspectionstoshow

thechangesinthematerial.

-73-

6.0 CONCLUSION

The intent of this projectwas to investigate themerit of the Consolid system stabilisation

processthroughtheutilisationofafieldstudyasacontinuationfromlaboratoryresultsthat

were conducted in 2015. This process was then intended to establish effective means of

pavementtestingatsiteattheBracalbaQuarryforfurtherstudytobeabletocontinueinthe

samerespect.

TheuniquetreatmentmethodsandconstructionofthetrialsectionattheBracalbaQuarryhas

provedtobeeffectiveindevelopingaroadforheavytruckmovementswiththeuseofConsolid

systemandunboundgranularmaterial.Asthisroadisprimarilyusedastheentrypointtothe

quarry,itwasimportantthatthesolutionwasadequateandwasnotsubjectedtofailureasthis

woulddisruptthetruckmovementsinandoutofthequarry.Inrelationtotheprimaryaim,the

Consolid system has produced a conforming stabilised material for use at this particular

location. The stabilized material has produced some significant increases to the granular

materialandexceedtherequirementsforType2.5materialasspecifiedbyAustroads.

Theresultsthatareshownfromthefieldstudycorrelateandsupporttheresultsthatwere

observed in the laboratory result conducted in2015. Thus, this field trial hasproveda low

quality granular material can produce a high modulus value with stabilisation of Consolid

system.However,as thecontrol sitewasnota traditional control site in termsofbeingan

untreatedsectionofthematerialusedinthestudy,makesitdifficulttomakeacomparison

betweenthetworesults.Althoughtheelasticmoduluswasseentoincreasewithstabilisation.

It is evident that the results show that a low quality granularmaterial can achieve a high

moduluswiththismethodandapplication.

In regards to themoisturecontent, theresultsprovedtonotbegreatlyaffectedbyrainfall

events or otherwater effects on the trial site. This supports the overall aimwhichwas to

investigation a waterproofing agent to increase the bearing capacity of natural material.

Analysisoftheseresultscanbeutilisedasacasestudyforfutureresearchandapplicationof

thisformofstabilisationagent.

-74-

7.0 RECOMMENDATIONS

TheresultspresentedinthisreportshowedthattheType2.5granularmaterialtreatedwith

C444andSolidrywasabletoincreasetheinitialmodulusacrossthetestingperiodandexceed

theexpectedmodulusforthattypeofmaterial.Thefollowingpointsaremadefor

recommendationsforfurtherstudy:

1. Thecontrolsiteshouldbeestablishedwiththesamematerial(Type2.5)thathas

currentlybeentreatedattheBracalbaQuarry,toprovideacomparisonbetweenthe

resultsfromuntreatedandtreatedmaterial.

2. Adynamicmodulustestshouldbeconductedonthematerialtoallowacomparison

betweenthematerialusedinthisfieldstudy,andanaccuratelaboratorytestresult.

3. Siteinspections,FWDtestingandmoisturesensorsshouldremaintheprimarymeans

oftestingandshouldbecontinuedforanextendedperiodoftime.

4. Boreholesshouldbeconductedatthesiteonboththetrialandcontroltoensurea

accuratepavementprofile

Furtherstudyisnecessaryandshouldcontinueforamoreaccurateunderstandingofthe

effectsandperceivedbenefitsthataregainedfromstabilizingwithC444andSolidry.

Investigationsshouldcontinuetooccurforanotheryear,minimum,attheBracalbaQuarry

soilstabilizedtrialsite.

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REFERENCES

1289,A.S.2014.MethodsofTestingSoilsforEngineeringPurposes.Australia:SAIGlobal1289.5.1.1,A.S.2003.MethodsoftestingsoilsforengineeringpurposesSoilcompactionanddensitytests-Determinationofthedrydensity/moisturecontentrelationofasoilusingstandardcompactiveeffortSAIGlobal.AUSTRALIA,C.O.2010.StateofAustralianCitiesIn:INFRASTRUCTUREAUSTRALIA,M.C.U.(ed.).Canberra:BluestarPrintGroupCanberra.AUSTRALIA,C.O.2015.InfrastructureInvestment[Online].http://investment.infrastructure.gov.au/.[Accessed25March2015].AUSTROADS2009.GuidetoPavementTechnology.In:VOROBIEFF,B.A.A.G.(ed.)Part4L:StabilisedBinders.Sydney:AustroadsIncorporated.AUSTROADS2013.TechnicalbasisofAustroadsGuidetoPavementTechnology:part2:pavementstructuraldesign.VermontSouth,Victoria,Australia:ARRBGroupLtd.BUCHANAN,S.2007.ResilientModulus:What,WhyandHow?:VulcanMaterialsCompany.CORREIA,J.,2004.Backcalculationofpavementstructurecharacterizationresults.[ONLINE]Availableat:https://fenix.tecnico.ulisboa.pt/downloadFile/563345090413666/Resumo%20Joao%20Correia.pdf.C.W.W.NG,C.Z.,Q.YUAN,ANDJ.XU2013.ResilientModulusofaStabilisedFine-GrainedSubgradeSoil.NRCResearchPress,50,223-232.DecagonDevices,Inc.2016.GS3.[ONLINE]Availableat:http://manuals.decagon.com/Manuals/13822_GS3_Web.pdf.Dynatest,2016.dynatest.[ONLINE]Availableat:http://www.dynatest.com/elmod.DEPARTMENTFORINTERNATIONALDEVELOPMENT.2008.STABILISEDSUB-BASESFORHEAVILYTRAFFICKEDROADS.[ONLINE]Availableat:http://www.transport-links.org/transport_links/filearea/documentstore/106_Literature%20Review%20Stabilised%20sub-bases.pdf.DRUMM,E.C.,REEVES,J.S.,MADGETT,M.R.&TROLINGER,W.D.1997.Subgraderesilientmoduluscorrectionforsaturationeffects.JournalofGeotechnicalandGeoenvironmentalEngineering,123,663-670.

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ELLIOTT,R.P.&THORNTON,S.I.1988.ResilientmodulusandAASHTOpavementdesign.Transportationresearchrecord.EL-KORCHI,R.B.M.A.T.2009.PavementEngineering,BocaRaton,Florida,CRCPress.HARRISON,C.J.,G2012.GuidetoPavementTechnologyPart2:PavementStructuralDesign,Sydney,NSW,AustroadsLtd2012.HIGHWAY,A.A.O.S.&OFFICIALS,T.2011.Standardspecificationsfortransportationmaterialsandmethodsofsamplingandtesting,AASHTO.INGLES,O,G.,&METCALF,J,B.,1972.SOILSTABILIZATION-PrincipalsandPractice.1sted.Syndey:Butterworths.Kowalski,T,E,2007.ModernSoilStabilisationTechniques.1sted.TransportationAssociationofCanada:WirtgenAmerica,Inc.LAY,M.G.1986.HandbookofRoadTechnology,MadisonAve,Newyork,TaylorandFrancisGroup.LTD,A.2015.PavementRecyclingandStabilisationGuide,NSW,Australia,AustabLimited.LTD,C.P.TheConsolidSystem,ConsolidPtyLtd.OZEL,M.&MOHAJERANI,A.,.2001.RESILIENTMODULUSOFASTABILISEDFINE-GRAINEDSUBGRADESOIL.[ONLINE]Availableat:http://australiangeomechanics.org/admin/wp-content/uploads/2015/03/36_3_10.pdf.RAMANUJAM,J.&JONES,J.2007.Characterizationoffoamed-bitumenstabilisation.InternationalJournalofPavementEngineering,8,111-122.Richard,J,2014.EvaluationofResilientModulusofSubgradeandBaseMaterialsinIndianaandItsImplementationinMEPDG.1sted.DepartmentofCivilEngineering,ChosunUniversity,375Seosuk-Dong,Dong-Gu,Gwangju501-759,RepublicofKorea:TheScientificWorldJournal.ROADS,D.O.T.A.M.2015.TransportandMainRoadsSpecifications.MRTS05UnboundPavements.QLD:CreativeCommons.SoilStabilisationAustraliaContractors,Road-Tracks-Pathsrecycling,RainstormDustControl-AdvancedStabilisationSolutionsforPavements.2016.BenefitsofStabilisation-SoilStabilisationAustraliaContractors,Road-Tracks-Pathsrecycling,RainstormDustControl-AdvancedStabilisationSolutionsforPavements.[ONLINE]Availableat:http://www.slgroup.com.au/benefits-of-stabilisation/.

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STOLLE,D.,PEIJUN,G.&YING,L.2009.Resilientmoduluspropertiesofgranularhighwaymaterials.CanadianJournalofCivilEngineering,36,639-654.TAILOR,M.,SHAH,N.,2015.APPLICATIONSOFINNOVATIVEMATERIALSFORPERFORMANCEIMPROVEMENTOFFLEXIBLEPAVEMENTOVEREXPANSIVESUBGRADE.[ONLINE]Availableat:http://www.geomatejournal.com/sites/default/files/articles/1197-1202-4307%20-Ravin-March-2015%20.pdf.TECHNOLOGY,G.R.2015.7ThingsyouNeedtoKnowAboutSoilStabilisation[Online].GRT.Available:https://globalroadtechnology.com/7-things-youneed-to-know-about-stabilization-of-soil/.SLIM,V,W.,1956.DefeatintoVictory.1sted.NewYork:CooperSquarePress.

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APPENDICIES AppendixA–LogBook

No. Date Time Communication Activity Who

1 9/09/2015 1 Meeting DiscussionofFinalYearProject JohnYeaman2 25/09/2015 1 Meeting DiscussionofFinalYearProject JohnYeaman3 25/09/2015 4 Research ResearchonAustraBlend/Consolid 4 26/09/2015 4 Research Researchofpreviousstudy

conducted

5 28/09/2015 4 Research Researchofpreviousstudyconducted

6 13/10/2015 1 Email ConfirmationofFinalYearProject JohnYeaman7 22/10/2015 0.5 Email ProjectBriefreceived JohnYeaman8 26/10/2015 2 Meeting Clarificationofmistakesinbrief JohnYeaman9 3/11/2015 0.5 Email ArrangemeetingwithAustraBlend MikeFarrar10 5/11/2015 2 Meeting Discussprojectwithclient John

Yeaman/MikeFarra

11 10/11/2015 1 Email ArrangemeetingwithCaloundraWasteFacility

MikeFarrar/CouncilRepresentative

12 11/11/2015 0.5 Email Confirmationofproposedsitevisit MikeFarrar

13 13/11/2015 2 Study PreparePPEofsitevisitatCaloundraWasteFacility

14 16/11/2015 2.5 Meeting SiteVisitofProposedsiteatCaloundraWasteFacility

15 18/11/2015 1.5 Phone/Email Discussionofsuitabilityofsite MikeFarrar/JohnYeaman

16 14/12/2015 1 Email Updateontheprogresstoaquiringasite

MikeFarrar

17 15/12/2015 2 Phone Updateontheprogresstoaquiringasite

JohnYeaman

18 16/12/2015 2 2 PreparedocumenttoregisterprojectPreparedocumenttoregisterproject

Preparedocumentto

APPENDICIES

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19 17/12/2015 2 PreparedocumenttoregisterprojectPreparedocumenttoregisterproject

20 19/12/2015 2 PreparedocumenttoregisterprojectPreparedocumenttoregisterproject

21 21/12/2015 1.5 Preparedocumenttoregisterproject

22 22/12/2015 1

Email RegistrationofProject RchardWhite

23 10/01/2016 2 Email/Meeting AddressquestionsraisebyCaloundraWasteFacility

MikeFarrar/JohnYeaman

24 12/01/2016 2.5

Email/Meeting PreparedocumenttoCaloundraWasteFacility

MikeFarrar

25 12/01/2016 2.5 FurtherinformationrequiredforCaloundraWasteFacility

26 14/01/2016 3 Research ResearchConsolidandmethod 27 15/01/2016 1 Meeting Discussionofproposedrequestto

CaloundraWasteFacility

28 18/01/2016 1 SubmissionofProposaltoCaloundraWasteFacility

MikeFarrar/JohnYeaman MikeFarrar/JohnYeaman

29 15/02/2016 2 Research Researchtestingequipmentrequiredformonitorthesite

30 16/02/2016 4 Research Researchconsolidstabilisation 31 16/02/2016 1 Phone Discussionofresponsefrom

CaloundraWasteFacilityMikeFarrar

32 19/02/2016 4 Research Researchpreviousstudy 33 22/02/2016 0.5 Email ArrangemeetingwithPavement

ManagementServicesErnestoUrbaez

34 26/02/2016 1 Meeting Discussproposedtestingforthesite ErnestoUrbaez

35 26/02/2016 3 Study PreparedHaznetRiskassessment CatrionaTaylor

36 26/02/2016 0.5 Study ApprovedRiskAssessment JohnYeaman37 27/03/2016 0.5 Study PrepareHaznetRiskassessment 38 27/02/2016 3 Study ProjectBrief RichardWhite39 28/02/2016 4 Study ProjectBrief RichardWhite40 2/03/2016 2 Meeting Updateoncurrentprogress JohnYeaman41 3/03/2016 1.5 Email DiscussiononwhetherCaloundra

WasteFacilityisstillsuitableSunshineCoastCounsil

42 3/03/2016 1 Phone Updateonproposedsite MikeFarrar41 3/03/2016 1.5 Email DiscussiononwhetherCaloundra

WasteFacilityisstillsuitableSunshineCoastCounsil

42 3/03/2016 1 Phone Updateonproposedsite MikeFarrar

APPENDICIES

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43 8/03/2016 3 Study LectureonFundamentalsofPavementdesign

44 10/03/2016 3 Research ResearchConsolidtrials 45 10/03/2016 2 Email SubmitproposaltoBrisbaneCity

CouncilGregStephenson

46 11/03/2016 0.5 Email CaloundraWasteFacilitydeclinedtheproposal

CaloundraWasteFacility

47 12/03/2016 2 Email ReviseporposaltosubmittoBrisbaneCityCouncil

GregStephenson

48 14/03/2016 2 Email SubmitproposaltoBrisbaneCityCouncil

GregStephenson

49 16/03/2016 2 Meeting SitevisitatBracalbaQuarry MikeFarrar/PeterHarris

50 18/03/2016 1.5 Study Revisetheprogramfortheproject JohnYeaman51 18/03//2016 0.5 Email EnquireaboutMoisturegauges JohnYeaman52 19/03/2016 3.5 Research ResearchCBRtestingonconsolid 53 20/03/2016 3 Research Preparedocumentformediapress

releaseJohnYeaman/JarnaBaudinette

54 22/03/2016 0.5 Study Arrangeadditionalsoilfortestingatthelaboratories

MkeFarrar

55 23/03/2016 0.5 Study AcqureAtterbergstestingfromquarryformaterial

MikeFarrar

56 25/03/2016 4 Research Understandprocessforroadbuilding

57 26/03/2016 4 Research Researchsoilstabilisation 58 27/03/2016 4 Research CalibrationofMoistureGauges 59 29/03/2016 1.5 Phone Updateoncurrentprogress MikeFarrar60 29/03/2016 3 Research Researchsoil

61 2/04/2016 1.5 Research Research

62 5/04/2016 0.5 Phone Pacificdatasystemsformoituregauges

PaulGapes

63 5/04/2016 2 Email ClarifyrequestsinProjectproposal

GregStephenson

64 6/04/2016 1 Email PacificDatasystemsformoituregauges

65 7/04/2016 2.5 Meeting USClaboratories BernhardBlack66 8/04/2016 1.5 Meeting Updateoncurrentprogress Mike

Farrar/JohnYeaman

67 9/04/2016 8 Study ObserveandassistinthedevelopmentoftheroadatBracalba

JohnYeaman/MikeFarra

68 11/04/2016 3 Study Reportontheactivitiesobservedduringroadconstruction

JohnYeaman

69 12/04/2016 2 Meeting Proposaltestingtobedoneonsite

ErnestoUrbaez

APPENDICIES

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70 12/04/2016 0.5 Email Noconcernwiththeroad MikeFarrar71 13/04/2016 2 Study Prepareabstractforreport JohnYeaman72 18/04/2016 0.5 Email Requestingtrialtestingtobedone

onsiteErnestoUrbaez

73 21/04/2016 0.5 Email Approvedtesting TentMcDonald74 22/04/2016 2 Study FallingWeightDeflectometer Trent

McDonald/PeterHarris

75 22/04/2016 1 Study SiteInspection PeterHarris76 24/04/2016 1.5 Email ReportonSiteinspection John

Yeaman/MikeFarra

77 27/04/2016 0.5 Email Moisturegaugeshavearrived PaulGapes78 29/04/2016 3 Study Consolidatephotostakenduring

installmentoftheroadMikeFarrar

79 2/04/2016 3 Study Consolidatephotostakenduringinstallmentoftheroad

MikeFarrar

80 4/05/2016 2 Study LaboratoryTesting BernhardBlack81 5/05/2016 3.5 Study Calibrationmoisturegages BernhardBlack

82 5/05/2016 0.5 Email ArrangeanotherFWDtesting MikeFarrar83 9/05/2016 1.5 Meeting Discussprogresssofar JohnYeaman84 10/05/2016 3.5 Study CalibrationofMoistureGauges JohnYeaman85 12/05/2016 2 Study MoistuesGaugesareinstalled Mike

Farrar/JohnYeaman

86 12/05/2016 1 Study SiteInspection 87 15/05/2016 1.5 Study ProgressReport 88 18/05/2016 3 Study ProgressReport 89 20/05/2016 3 Meeting FallingWeightDeflectometer RobertKinzett90 20/05/2016 1 Meeting SiteInspection BrianSmith91 21/05/2016 1 Phone Reportonsiteinspection John

Yeaman/MikeFarra

92 22/05/2016 2 Study CollatetheFWDdata MikeFarrar93 24/05/2016 3.5 Research Collectthemoisturesensordata MikeFarrar94 24/05/2016 2 Research LearnprogamElmod6 TrentMcDonald95 24/05/2016 0.5 Research Trafficvolumedatabeing

processedPeterHarris

96 26/05/2016 2 Study CheckedmositureSensors 97 27/05/2016 5 Study ProgressReport 98 28/05/2016 3 Study ProgressReport 99 29/05/2016 5 Study ProgressReport 100 31/05/2016 Study ProgressReportSubmission 101 25/06/2016 4 Study CollectMoisturedata 102 28/06/2016 4 Study Consolidatemoisturedata 102 08/07/2016 4 Study CollectFWDtestingdata 103 10/07/2016 3 Study AnalyseFWDdata 104 12/07/2016 2 Meeting DiscussFWDresults JohnYeaman105 10/08/2016 5 Study Preparefinalreport

APPENDICIES

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106 18/08/2016 5 Research Researchforfinalreport 107 25/08/2016 4 Study/Research Analyseofresultsandfurther

research

108 14/09/2016 5 Research ConductFWDtest 109 15/09/2016 4 Study Gathermoisturedata 110 20/09/2016 4 Research Preparedallthemoisture

readings

111 01/10/2016 5 Study Analysisofresults 112 10/10/2016 Meeting DraftSubmission 113 16/10/2016 6 Study PrepareOralpresentation 114 21/10/2016 3 Study OralPresentation 115 24/10/2016 5 Study FinalConsiderations 116 26/10/2016 Report Finalsubmission

APPENDICIES

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AppendixB–GanttChart

APPENDICIES

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AppendixC–Materialtesting

APPENDICIES

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APPENDICIES

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APPENDICIES

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AppendixD–FWDdeflectionresults TrialSitetest1

ControlSitetest1

APPENDICIES

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TrialSitetest2

ControlSitetest2

APPENDICIES

-89-

TrialSitetest3

ControlSitetest3

APPENDICIES

-90-

TrialSitetest4

ControlSitetest4

APPENDICIES

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AppendixE–Verticalstraincalculation&SAR’s

APPENDICIES

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APPENDICIES

-93-

APPENDICIES

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APPENDICIES

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APPENDICIES

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APPENDICIES

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APPENDICIES

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APPENDICIES

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AppendixF–InstallationofMoisturesensors

APPENDICIES

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AppendixG–PreviousmaterialforLaboratoryTesting

APPENDICIES

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AppendixH–Materialsuppliedtosite

APPENDICIES

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AppendixI–PosterPresentation