混凝土结构疲劳全过程分析方法研究-梁俊松

JournalofBuildingStructures38520175Vol.38No.5May20170191000-6869201705-0149-09DOI10．14006/j．jzjgxb．2017．05．0191211．2000922．230009。。。。。。。TU375TU311.41AAnalyticalmethodforfatigueprocessofconcretestructuresLIANGJunsong1DINGZhaodong2LIJie11．CollegeofCivilEngineeringTongjiUniversityShanghai200092China2．SchoolofCivilEngineeringHefeiUniversityofTechnologyHefei230009ChinaAbstractInordertoperformacomprehensivestudyonthefatigueprocessofconcretestructuresanovelanalysismethodwasproposed．Inthismethodfatiguedegradationofconcretematerialwascharacterizedbyanintroducedfatiguedamageconstitutivemodel．Toenhancetheefficiencyoffatigueanalysisaspeedingcalculationmethodnamelythecyclejumpmethodwasdevelopedbycombiningtheconstitutivemodelwiththenonlinearfiniteelementmethodbasedonwhichonlyfewloadingcyclesneedtobecalculatedtogainthewholefatigueprocessofconcretestructures．Inadditionaself-adaptiveaccuracycontrollingmethodwasdevelopedinwhichthejumpingtimecanbeautomaticallyadjustedbasedondamageevolutionrate．Throughtheanalyticalmethodproposedinthispaperthenonlinearbehaviourespeciallythecrackingprocessofconcretestructuresunderfatigueloadingcanbewellpredicted．Asetofsimulationsandexperimentalcomparisonsarepresentedwhichillustratestheeffectivenessofthemodelandhighefficiencyofthenumericalalgorithmintheanalysisofthefatigueprocessofconcretestructure．Keywordsconcretestructurefatigueprocessdamageconstitutivemodelaccelerationalgorithmaccuracycontrolnonlinearfiniteelementanalysis5126112037451538010。1987—。[e-mail]1957—。[e-mail]2015119410。S-Nε-N1-5。。、。6-910-12。。13-16。、。。100017。、。。。、。18-19。。20-21。。。22-25。。。。11.124σ=I－D∶珔σ1σCauchyID珔σ珔σ=E0∶εe=E0∶ε－εp2εe=C0∶珔σ3E0C0C0=E－10εεeεp。25d+d－DD=d+P++d－P－4P+P－P+=∑3i=1H珚σinininini5P－=I－P+6珚σi珔σini珚σiHxHeavisideHx=0x≤01x＞0{7。25。05141σ=1－d+珔σ++1－d－珔σ－8珔σ+珔σ－26-27珔σ=珔σ++珔σ－9珔σ+=P+∶珔σ10珔σ－=珔σ－珔σ+=P－∶珔σ118。。1.228εp=bpεe12εp=εp++εp－εp±=b±pεe±=b±pC0∶珔σ·{±13“±”“+”“－”b±p28b±p=Hd·±ξ±p·d·±n±p14ξ±pn±pξ±p2～3n±p8～12。1413εp=Hd·+ξ+p·d·+n+pC0∶珔σ·++Hd·－ξ－p·d·－n－pC0∶珔σ·－=Hd·+ξ+p·d·+n+pC0∶Q+∶珔σ·+Hd·－ξ－p·d·－n－pC0∶Q－∶珔σ·15Q+Q－23Q+=P++2∑3i=1∑3j＞i〈珚σi〉－〈珚σj〉珚σi－珚σjpijpijQ－=I－Q{+16〈·〉McCauley〈x〉=x+x/2pij29pij=pji=12ninj+njni17215Eep28Eep=I+Hd·+ξ+p·d·+n+pQ++Hd·－ξ－p·d·－n－pQ－－1∶E018σp=σp++σp－σp±=E0∶εp±σp±=E0∶εp±=Hd·±ξ±p·d·±n±p珔σ·{±192珔σ·=E0∶ε－εp=E0∶ε－σp=E0∶ε－σp++σp－201.330-31。32“”110%80%10%16。1Fig．1Degenerationofconcretestiffnesswithfatigueloadingcycles“”17d·±=Y·±·H±fd±Y±Y·±＞00Y·±≤0{21Y±23Y+=E0珔σ+∶C0∶珔槡σ22Y－=αI1+3J槡223E0I1珔σJ2珔sα0.1212H±fd±Y±17H±fd±Y±=1κ·Y±·Y±W()±n·h±d±24κ、n5～10W±1510.6～1.0fcfth±d±h±d±=e－θ1d±+e－θ21－d±25θ1、θ2θ1n8～10θ2κ3～617。2。、。。2.12。dtttt+ΔtTaylordt+Δt=dt+d·tΔt+d¨tΔt22+OΔt2262Fig．2Basicprincipleoffatigueaccelerationalgorithm33。。ΔtjumpΔdth2d·tΔtjump=Δdthd·t27dt+Δtjump=dt+d·tΔtjump28Δdth0.01～0.1。Δdth00。3dint、dendtint、tend。3Fig．3PrincipleofextrapolationⅠⅢΔdth。33Δtjump=λd·td¨t29λ0.1。dt+Δtjump=dt+d·tΔtjump+d¨tΔtjump2230d¨t3。2.2。。tt+Δt。4。d·thd·t+Δt－d·t≤d·thd·t+Δt－d·t＞d·thd·t+λ－d·t=d·th2514Fig．4Accuracycontrolstrategyofextrapolation。12729Δtjump2Δtjump/2d·t+Δtjump/23d·t+Δtjump/2－d·t＜d·tht+Δtjump/2d·t+Δt－d·t+λ≤d·tht+Δtjump/24d·t+Δtjump/2－d·t＞d·thΔtjump=Δtjump/22。2.3C30a、b、h100、100、300mm0.8～0.2fc5。813～2021～2517。Δdth=0.08d·th=0.1d·t。。5Fig．5Uniaxialcompressivefatigueloadingofconcretespecimend－N6。ABAQUS。。6Fig．6Resultofaccuracycontrolmethod16min2min。3UMATVUMATPythonABAQUS7UMATVUMAT17、25。。。7Fig．7Flowchartforfatigueprocessanalysisonconcretestructure3.150.2～0.8ft8。83518Fig．8Trailcalculationresultsofuniaxialtensilefatigueofmodel“”32。34。ft=2.46MPaE0=3.61×104MPa。0.2～0.7ft。1。9。1Table1ParametersforuniaxialtensilefatigueanalysisW+/MPanκθ1θ2ξ+pn+p2.45840242.010.29Fig．9Comparisonofsimulatedresultsofuniaxialtensilefatigue3.235。ft=3.5MPafc=44.8MPaE0=3.28×104MPa。10。F≈5.423kNF=0kN。10Fig．10DimensionsandloadingconditionofconcretebeamABAQUS11CPS32。12。1。13N/NfNNf。。18h2h。11Fig．11Meshingstrategyoffiniteelementmodel2Table2ParametersforfatigueanalysisonconcretebeamW+/MPanκθ1θ2ξ+pn+p3.2483225.62.59.8445112Fig．12Simulatedfatiguedamageprocessofconcretebeam13Fig．13Comparisonofanalysisandtestresultsofbendingfatigueofconcretebeam。300mm400mm40mmρs≈2%。0.7～0.1FuFu。14。15。CPS3embed。fy=335MPa。ft=3.0MPafc=36MPaE0=3.2×104MPa。3。Nf=55631。16。14Fig．14DimensionsandloadingconditionofRCbeam15Fig．15Meshingstrategyoffiniteelementmodel3Table3ParametersforRCbeamfatigueanalysisW+W－nκθ1θ22.5MPa26MPa4.083224ξ+pξ－pn+pn－p2.03.010.68.816Fig．16AnalysisresultsoffatiguedamageprocessofRCbeam55151。。。。2ABAQUS。、、。1CONSIDEREM．InfuencedesarmaturesmetalliguessurlesproprietiesdesmortiersetbetonsJ．IompteRendueL．Academie18981271992-995．2JOLYD．Laresistanceetl’elasticdescimentsporlandJ．AnnalesDesPontsetChaussesMemoires1898167198-224．3LUSZHENGJGAOH．FatiguepropertiesofasphaltmixturesatbroadstressratioconditionswithimprovedS-NmodelJ．JournalofHighwayandTransportationResearchandDevelopment20137117-22．4XIAOJLIHYANGZ．FatiguebehaviorofrecycledaggregateconcreteundercompressionandbendingcyclicloadingsJ．ConstructionandBuildingMaterials2013381681-688．5PARVEZAFO