长安大学路基路面课程设计(双语)

CourseProjectRoadPavementEngineeringHighwaySchoolofChang’anUniversityXXXAdvisor:XXX2016-xx-xx1PartIDataCollectionTheprojectissegmentAofShijiazhuangtoZhengzhougrade1highway.1.1ClimatedataNaturalZone:II4AnnualRainfall:570mm;HT:37C;LT:-7CFrost-thaw:Maxfrozendepthof60cm;Frozenindexof1023Conaverageand1540CinMax1.2GeologicalandsubgradeconditionsSoilType:alluvialsoil(asclaysoilsoflowliquidlimit)Embankment:0.6mofheight；Watertable:2.7mfromtheroadbedsurfaceinmid-wetstate；Subgradewidth:24.5m=4*3.75+2*2.5(Hardshoulder)+2*0.75(soilshoulder)+3.0(centralmedian)21.3TrafficdataTable1.TrafficcombinationNO.ClassificationVehiclemodelsDailytrafficflow(veh/d)Vehicleconversioncoefficient1MediumsizeMitsubishiT653B3201.52MediumsizeJieFangCA3902201.53LargesizeJACHF15018024LargesizeCNHTCJN16223025TrailerXJHQP4014036TrailerDFMEQ155903Note:NO.5&6isvisiontraffic,onlyconsideredinthecalculationofthepavementstructure.PartIIAsphaltPavementDesign1.1TrafficAnalysisESALscalculationSpecificcalculatingprocessisinexcel,andappliedequationsare:Deflectionandasphaltlayerbottomtensilestressasdesigncriteria3Tensilestressatthebottomofsemi-rigidbaseasdesigncriteriaAccumulativeequivalentESALsIncreasingratioforeveryfiveyearsareγ1=8%,γ2=7%,γ3=5%sothetotalincreasingratioGcanbecalculatedas:G1=[(1+8%)5-1]/8%=5.87G2=(1+8%)5*[(1+7%)5-1]/7%=8.45G3=(1+8%)5*(1+7%)5*[(1+5%)5-1]/5%=11.39G=G1+G2+G2=25.71Accordingtospecificationfordesignofhighwayasphaltpavementclause3.1.7,Ne=Ne1=365*8534*25.71*0.5=40.04msa(Deflectionandasphaltlayerbottomtensilestressasdesigncriteria)Ne2=365*82980*25.71*0.5=389.3msa(Tensilestressatthebottomofsemi-rigidbaseasdesigncriteria)41.2SubgradeModulusFromthetable5.1.4-1inJTGD50-2006,consistencyisbetween0.95-1.10,thecorrespondingMRislessthan40MPaandforextremelyheavytrafficsubgradeMRmin=40MPa,soMR=40MPa.2.CombinationDesign2.1Asphaltsurfacecourse&BaseandsubbasecoursesAsphaltsurfaceandBaseandsubbasematerialandthicknessselectionlimitisfromthetablebelowinJTGD50-2006:562.2SummaryThreecombinationschemesareScheme1:(Asphalt+asphalt+granular)4cmAC13+5cmAC16+7cmAC25+20cmAM20+30cmgradedmacadamScheme2:(Asphalt+HBM+Granular)5cmAC10+7cmAC16+10cmSMA20+30cmcementstabilizedbase+15cmgradedmacadamScheme3:(Asphalt+Asphalt+HBM)4cmAC10+7cmAC16+18cmSMA20+30cmlimestonesoilAndchoosescheme2tocheckwhetheritmeetsrequirement.73.Materialproportionproperties3.1AsphaltsurfaceMaterialsThecorrespondingmaterialpropertiescanbefoundintheTableE.1&2:8Namely:typeEC(20C)MPaEC(15C)PMaSplittingstrength(MPa)AC10150021001.5AC16130018000.993.2BaseandsubbasematerialsTypeEC(deflection)MPaEC(tensilestress)PMaSplittingstrength(PMa)Cementmacadam160040000.55SMA150019000.8Gradedmacadam450--4.ThicknessDesign4.1DeterminedesigncriteriaDetermineDesignDeflectionLd:EquationgivenAC=1(1forexpressway&classI,1.1forclassII,and1.2forothers)AS=1(1forACand1.1forothers)Ab=1(1forsemi-rigidbase,and1.6forflexiblebase)SoLd=600*4004*104*1*1*1=18.1(0.01mm)DetermineTensileStressatbottomofeachlayerEquationgivenAC10layer:Ks=0.09Ne0.22/Ac=0.09*400400000.22/1=4.23,σR=σsp/ks=1.5/4.23=0.36MPaAC16layer:10Ks=0.09Ne0.22/Ac=0.09*400400000.22/1=4.23,σR=σsp/ks=0.9/4.23=0.21MPaSMA20layer:Ks=0.09Ne0.22/Ac=0.09*400400000.22/1=0.55,σR=σsp/ks=0.9/4.23=0.21MPaCementstabilizedbaselayer:Ks=0.35Ne0.22/Ac=0.35*400400000.22/1=16.47σR=σsp/ks=0.55/16.47=0.03MPa4.2DeterminecalculatedcriteriaBISARSolutionforsurfaceresilientdeflection：BISARSolutionforlayerbottomtensilestresses11Layer1Layer2Layer3Layer44.3FinalizethethicknessdesignComparethedesigncriteriaandthecalculatedcriteria:CorrectionofBISARsolutionfordeflection:Assumingls=ld=18.1(0.01mm),thenF=1.63*(18.1/(2000*10.65))^0.38*(40/0.7)^0.36=0.476Therefore,correctedBISARsolutionisLs=33.03*0.476=15.72(0.01mm)Ld=18.1mmThescheme#2meetstherequirementofdeflection.Andlayerbottomtensilestresses:layerCalculatedtensilestress(MPa)Allowabletensilestress(MPa)1210.0460.3620.0590.2130.0240.2140.025(compression)0.03Socalculatedtensilestressmeetsrequirement.5.FinalizethedesignFrost-thawcheck:Maxfrozendepthis60cmandmoderatewetsubgrade,somaximumvalueofminimumanti-freezingthicknessis40cmaccordingtoTablebelow:andpavementthicknessis5+7+10+30+15=67cm40cm,thereisnoneedtosetanotherlayer.Finialthicknessdesignofscheme2:13PartIIICementConcretePavementDesign1.ProjectStatementNaturalZoneII4Pav’twidth:7mSubgradesoil:claywithalowliquidlimitWatertable:1.2mbeneaththeroadbedsurfaceAggregate:ganitePav'ttype:JPCPPs=80KN,Pm=150KNADTT=4500saAnnualincreasingrate:5%142.Designdata2.1TrafficAnalysisWheel-trackcoefficient:Designperiod:20ys,andSafetylevel:class-II,pav'twidth=7m,accordingtoJTGD40-2011figureη=0.62,soaccumulativeequivalentESALscanbecalculatedas:Ne=NS×[（1+gr)t-1]×365×η/gr=4500×(80/100)16×[(1+5%)20-1]×365×0.62/5%=947803saNeisbetween0.03msa~1msabelongingtomoderatetrafficlevel.2.2SubgradeModulusAccordingtoJTGD40-2011appendixE,referenceMR=90MPaAndHumidcoefficient=0.7515SoMR=90*0.75=67.5MPa3.CombinationDesign3.1ConcreteSurfacecourseAccordingtoJTGD40-2011,concreteslabrecommendedthicknessselect240mm3.2BaseandsubbasecoursesAccordingtoJ