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
-31-
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
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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
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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.
-76-
ELLIOTT,R.P.ÞTON,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/.
REFERENCES
-77-
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
-86-
APPENDICIES
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AppendixD–FWDdeflectionresults TrialSitetest1
ControlSitetest1
APPENDICIES
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TrialSitetest2
ControlSitetest2
APPENDICIES
-89-
TrialSitetest3
ControlSitetest3
APPENDICIES
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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
-99-
AppendixF–InstallationofMoisturesensors
APPENDICIES
-100-
AppendixG–PreviousmaterialforLaboratoryTesting
APPENDICIES
-101-
AppendixH–Materialsuppliedtosite
APPENDICIES
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AppendixI–PosterPresentation