基于ABAQUS显式分析的梁单元材料模型开发应用
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摘要
简要回顾了目前钢筋、混凝土单轴本构关系的研究现状。在前人基础上,重新定义了钢筋、混凝土的本构模型。该模型可考虑反复荷载下钢筋的Bauschinger效应及刚度退化,混凝土任意反复荷载下的强度及刚度退化。讨论了适用于ABAQUS/Explicit分析的钢筋混凝土梁单元建模方法及求解静力、动力问题的注意事项。按照VUMAT接口格式,采用FORTRAN语言编制了纤维模型梁单元的钢筋、混凝土材料用户子程序。通过与拟静力试验及足尺振动台试验结果对比,验证了程序及建模方法的可靠性。结果表明:编制的材料子程序可广泛用于复杂结构中弯曲破坏为特征的普通及高强混凝土梁、柱等构件的精细化模拟。
The current status of steel and concrete uniaxial constitutive models was reviewed briefly.Based on the former research,constitutive models of steel and concrete were presented,which can consider the Bauschinger effect and stiffness degradation of steel,the strength and stiffness degradation of concrete under arbitrarily cyclic loading.Also,modeling methods of reinforced concrete beam elements and some measures using an explicit method for static and dynamic analyses were discussed at length.According to the demand of ABAQUS/Explicit package’s VUMAT pattern,a user subroutine for fiber beam elements written in FORTRAN language was developed.By means of the comparison with the pseudo-static test and full scale shaking table test results,the reliability of user subroutine,also,modeling methods were validated.The results show that the user subroutine proposed here are applicable to refined the simulation of normal-and high-strength concrete beams &columns or other components characterized by flexural failure in complex large-scale structures widely.
The current status of steel and concrete uniaxial constitutive models was reviewed briefly.Based on the former research,constitutive models of steel and concrete were presented,which can consider the Bauschinger effect and stiffness degradation of steel,the strength and stiffness degradation of concrete under arbitrarily cyclic loading.Also,modeling methods of reinforced concrete beam elements and some measures using an explicit method for static and dynamic analyses were discussed at length.According to the demand of ABAQUS/Explicit package’s VUMAT pattern,a user subroutine for fiber beam elements written in FORTRAN language was developed.By means of the comparison with the pseudo-static test and full scale shaking table test results,the reliability of user subroutine,also,modeling methods were validated.The results show that the user subroutine proposed here are applicable to refined the simulation of normal-and high-strength concrete beams &columns or other components characterized by flexural failure in complex large-scale structures widely.
引文
[1]汪大绥,卢旦,李承铭,等.应用高性能计算平台进行结构弹塑性时程分析[C]//首届工程设计高性能计算(HPC)技术应用论坛.上海,2007.Wang Dasui,Lu Dan,Li Chengming,et al.Elasto-plastictime history analysis of structures using highperformance computing platform[C]//First EngineeringDesign Forum for High Performance ComputingTechnology.Shanghai,China,2007.(in Chinese)
[2]李志山,容柏生.高层建筑结构在罕遇地震影响下的弹塑性时程分析研究[J].建筑结构,2006,36(S1):142―149.Li Zhishan,Rong Baisheng.Research on elastic-plastictime history analysis of tall building under expected rareearthquake[J].Building Structure,2006,36(S1):142―149.(in chinese)
[3]Ramberg W,Osgood W R.Description of stress-straincurves by three parameters[R].Washington:NationalAdvisory Committee for Aeronautics,USA,1943.
[4]Kent D C,Park R.Flexural members with confinedconcrete[J].Journal of Structures Division,1971,97(7):1969―1990.
[5]Menegotto M,Pinto E.Method of analysis for cyclicallyloaded reinforced concrete plane frames includingchanges in geometry and non-elastic behavior ofelements under combined normal force and bending[C]//IABSE Symposium on Resistance and UltimateDeformability of structures Acted on by Well-DefinedRepeated Loads.Lisbon Portual,1973.
[6]Stanton J F,Mcniven H D.The development of amathematical model to predict the flexural response ofreinforced concrete beams subjected to cyclic loads usingsystem identification[R].California:University ofCalifornia.Berkeley,1979.
[7]Filippou F C,Popov E G,Bertero V V.Effects of bonddeterioration on hysteretic behavior of reinforcedconcrete joints[R].California:University of California,Berkeley,1983.
[8]Chang G A,Mander J B.Seismic energy based fatiguedamage analysis of bridge columns:Evaluation ofseismic capacity[R].New York:State University of NewYork.Buffalo,1994.
[9]Esmaeily-Gh A,Xiao Y.Seismic behavior of bridgecolumns subjected to various loading patterns[R].California:University of California.Berkeley,2002.
[10]Monti G,Nuti C.Nonlinear cyclic behavior ofreinforcing bars including buckling[J].Journal ofStructural Engineering,1992,118(12):3268―3284.
[11]Dodd L L,Restrepo-Posada J I.Model for predictingcyclic behavior of reinforcing steel[J].Journal ofStructural Engineering,1995,121(3):433―445.
[12]Hoehler M S,Stanton J F.Simple phenomenologicalmodel for reinforcing steel under arbitrary load[J].Journal of Structural Engineering,2006,132(7):1061―1069.
[13]Kunnath S K,Heo Y,Mohle J F.Nonlinear uniaxialmaterial model for reinforcing steel bars[J].Journal ofStructural Engineering,2009,134(4):333―343.
[14]Sinha B P,Gerstle K H,Tulin L G.Stress-strain relationsfor concrete under cyclic loading[J].J ACI,1964,61(2):195―211.
[15]Karsan I D,Jirsa J O.Behavior of concrete undercompressive loadings[J].Journal of Structures Division,1969,95(ST12):2543―2563.
[16]Park R,Kent D C,Sampson R A.Reinforced concretemember with cyclic loading[J].Journal of StructuresDivision,1972,98(7):1341―1360.
[17]Mander J B,Priestlry M J N,Park R.Theoreticalstress-strain model for confined concrete[J].Journal ofStructural Engineering,1988,114(8):1804―1826.
[18]Yassin M H M.Nonlinear analysis of prestressedconcrete structures under monotonic and cyclic loads[D].California:University of California.Berkeley,1994.
[19]Lgeron F,Paultre P.Uniaxial confinement model fornormal-and high-strength concrete columns[J].Journalof Structural Engineering,2003,129(2):241―252.
[20]Palermo D,Vecchio J.Compression field modeling ofreinforced concrete subjected to reversed loading[J].J ACI,2003,100(5):616―625.
[21]Sima J F,Roca P,Molins C.Cyclic constitutive model forconcrete[J].Engineering Structures,2008,30(3):695―706.
[22]Sakai J,Kawashima K.Unloading and reloading stress-strain model for confined concrete[J].Journal ofStructural Engineering,2006,132(1):112―122.
[23]He W,Wu Y F,Liew K M.A fracture energy basedconstitutive model for the analysis of reinforced concretestructures under cyclic loading[J].Computer methods inapplied mechanics and engineering,2008,197:4745―4762.
[24]Tasnimi A A,Lavasani H H.Uniaxial constitutive law forstructural concrete members under monotonic and cyclicloads[J].Scientia Iranica A,2011,18(2):150―162.
[25]钱稼茹,程丽荣,周栋梁.普通箍筋约束混凝土柱的中心受压性能[J].清华大学学报(自然科学版),2002,42(10):1369―1373.Qian Jiaru,Chen Lirong,Zhou Dongliang.Behavior ofaxially loaded concrete columns confined with ordinaryhoops[J].Journal of Tsinghua University(Science&Technology),2002,42(10):1369―1373.(in Chinese)
[26]张秀琴,过镇海,王传志.反复荷载下箍筋约束混凝土的应力-应变全曲线方程[J].建筑结构学报,1982,28(9):102―108,127.Zhang Xiuqin,Guo zhenhai,Wang Chuanzhi.Stress-strain curve equations of stirrup confined concreteumder cyclic reversed loading[J].Journal of BuildingStructures,1982,28(9):102―108,127.(in Chinese)
[27]邹离湘.反复荷载下钢筋混凝土本构关系研究[J].深圳大学学报(理工版),1996,13(3―4):7―11.Zou Lixiang.Research on stress-strain relationship of RCumder cyclic reversed loading[J].J Shenzhen Univ(Sci&Eng),1996,13(3―4):7―11.(in Chinese)
[28]GB50010-2010,混凝土结构设计规范[S].北京:中国建筑工业出版社,2011.GB50010-2010,Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2011.(in Chinese)
[29]Mazzoni S,Mckenna F,Scott M H,et al.OpenSeescommand language manual[M].USA:EarthquakeEngineering Research Center,2006.
[30]Kaba S,Mahin S A,Refined modeling of reinforcedconcrete columns for seismic analysis[R].California:University of California.Berkeley,1984.
[31]ABAQUS Inc.ABAQUS Theory manual[M].USA:Dassault Systerms Simulia Corp.,2006.
[32]Ge H B,Susantha K A S,Satake Y,et al.Seismic demandpredictions of concrete-filled steel box columns[J].Engineering Structures,2003,25(3):337―345.
[33]Spacone E,Fillippou F C,Taucer F.Fiber beam-columnmodel for non-linear analysis of R/C frames:Formulation[J].International Journal of EarthquakeEngineering and Structural Dynamics,1996,25(7):711―725.
[34]Lgeron F,Paultre P,Mazars J.Damage mechanics ofnonlinear seismic behavior of concrete structures[J].Journal of Structural Engineering,2005,131(6):946―955.
[35]ABAQUS Inc.ABAQUS user subroutines referencemanual[M].USA:Dassault Systerms Simulia Corp.,2006.
[36]庄茁,张帆,岑松.ABAQUS非线性有限元分析与实例[M].北京:科学出版社,2005.Zhang Zhuo,Zhang Fan,Cen Song.Analysis andexamples of nonlinear finite element software ABAQUS[M].Beijing:Science Press,2005.(in Chinese)
[37]Kawashima K,Watanabe G,Hayakawa R.Seismicperformance of RC bridge columns subjected to bilateralexcitation[C]//Proc.35th Joint Meeting,Panel on Windand Seismic Effects.Tsukuba Science City,Japan,2003.
[38]Muguruma H,Watanabe F,Komuro T.Applicability ofhigh strength concrete to reinforced concrete ductilecolumn[J].Transactions of the Japan Concrete Institute,1989,11(1):309―316.
[39]PEER&NEES.Concrete column blind predictioncontest 2010[DB].http://nisee2.berkeley.edu/peer/prediction_contest.
[2]李志山,容柏生.高层建筑结构在罕遇地震影响下的弹塑性时程分析研究[J].建筑结构,2006,36(S1):142―149.Li Zhishan,Rong Baisheng.Research on elastic-plastictime history analysis of tall building under expected rareearthquake[J].Building Structure,2006,36(S1):142―149.(in chinese)
[3]Ramberg W,Osgood W R.Description of stress-straincurves by three parameters[R].Washington:NationalAdvisory Committee for Aeronautics,USA,1943.
[4]Kent D C,Park R.Flexural members with confinedconcrete[J].Journal of Structures Division,1971,97(7):1969―1990.
[5]Menegotto M,Pinto E.Method of analysis for cyclicallyloaded reinforced concrete plane frames includingchanges in geometry and non-elastic behavior ofelements under combined normal force and bending[C]//IABSE Symposium on Resistance and UltimateDeformability of structures Acted on by Well-DefinedRepeated Loads.Lisbon Portual,1973.
[6]Stanton J F,Mcniven H D.The development of amathematical model to predict the flexural response ofreinforced concrete beams subjected to cyclic loads usingsystem identification[R].California:University ofCalifornia.Berkeley,1979.
[7]Filippou F C,Popov E G,Bertero V V.Effects of bonddeterioration on hysteretic behavior of reinforcedconcrete joints[R].California:University of California,Berkeley,1983.
[8]Chang G A,Mander J B.Seismic energy based fatiguedamage analysis of bridge columns:Evaluation ofseismic capacity[R].New York:State University of NewYork.Buffalo,1994.
[9]Esmaeily-Gh A,Xiao Y.Seismic behavior of bridgecolumns subjected to various loading patterns[R].California:University of California.Berkeley,2002.
[10]Monti G,Nuti C.Nonlinear cyclic behavior ofreinforcing bars including buckling[J].Journal ofStructural Engineering,1992,118(12):3268―3284.
[11]Dodd L L,Restrepo-Posada J I.Model for predictingcyclic behavior of reinforcing steel[J].Journal ofStructural Engineering,1995,121(3):433―445.
[12]Hoehler M S,Stanton J F.Simple phenomenologicalmodel for reinforcing steel under arbitrary load[J].Journal of Structural Engineering,2006,132(7):1061―1069.
[13]Kunnath S K,Heo Y,Mohle J F.Nonlinear uniaxialmaterial model for reinforcing steel bars[J].Journal ofStructural Engineering,2009,134(4):333―343.
[14]Sinha B P,Gerstle K H,Tulin L G.Stress-strain relationsfor concrete under cyclic loading[J].J ACI,1964,61(2):195―211.
[15]Karsan I D,Jirsa J O.Behavior of concrete undercompressive loadings[J].Journal of Structures Division,1969,95(ST12):2543―2563.
[16]Park R,Kent D C,Sampson R A.Reinforced concretemember with cyclic loading[J].Journal of StructuresDivision,1972,98(7):1341―1360.
[17]Mander J B,Priestlry M J N,Park R.Theoreticalstress-strain model for confined concrete[J].Journal ofStructural Engineering,1988,114(8):1804―1826.
[18]Yassin M H M.Nonlinear analysis of prestressedconcrete structures under monotonic and cyclic loads[D].California:University of California.Berkeley,1994.
[19]Lgeron F,Paultre P.Uniaxial confinement model fornormal-and high-strength concrete columns[J].Journalof Structural Engineering,2003,129(2):241―252.
[20]Palermo D,Vecchio J.Compression field modeling ofreinforced concrete subjected to reversed loading[J].J ACI,2003,100(5):616―625.
[21]Sima J F,Roca P,Molins C.Cyclic constitutive model forconcrete[J].Engineering Structures,2008,30(3):695―706.
[22]Sakai J,Kawashima K.Unloading and reloading stress-strain model for confined concrete[J].Journal ofStructural Engineering,2006,132(1):112―122.
[23]He W,Wu Y F,Liew K M.A fracture energy basedconstitutive model for the analysis of reinforced concretestructures under cyclic loading[J].Computer methods inapplied mechanics and engineering,2008,197:4745―4762.
[24]Tasnimi A A,Lavasani H H.Uniaxial constitutive law forstructural concrete members under monotonic and cyclicloads[J].Scientia Iranica A,2011,18(2):150―162.
[25]钱稼茹,程丽荣,周栋梁.普通箍筋约束混凝土柱的中心受压性能[J].清华大学学报(自然科学版),2002,42(10):1369―1373.Qian Jiaru,Chen Lirong,Zhou Dongliang.Behavior ofaxially loaded concrete columns confined with ordinaryhoops[J].Journal of Tsinghua University(Science&Technology),2002,42(10):1369―1373.(in Chinese)
[26]张秀琴,过镇海,王传志.反复荷载下箍筋约束混凝土的应力-应变全曲线方程[J].建筑结构学报,1982,28(9):102―108,127.Zhang Xiuqin,Guo zhenhai,Wang Chuanzhi.Stress-strain curve equations of stirrup confined concreteumder cyclic reversed loading[J].Journal of BuildingStructures,1982,28(9):102―108,127.(in Chinese)
[27]邹离湘.反复荷载下钢筋混凝土本构关系研究[J].深圳大学学报(理工版),1996,13(3―4):7―11.Zou Lixiang.Research on stress-strain relationship of RCumder cyclic reversed loading[J].J Shenzhen Univ(Sci&Eng),1996,13(3―4):7―11.(in Chinese)
[28]GB50010-2010,混凝土结构设计规范[S].北京:中国建筑工业出版社,2011.GB50010-2010,Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2011.(in Chinese)
[29]Mazzoni S,Mckenna F,Scott M H,et al.OpenSeescommand language manual[M].USA:EarthquakeEngineering Research Center,2006.
[30]Kaba S,Mahin S A,Refined modeling of reinforcedconcrete columns for seismic analysis[R].California:University of California.Berkeley,1984.
[31]ABAQUS Inc.ABAQUS Theory manual[M].USA:Dassault Systerms Simulia Corp.,2006.
[32]Ge H B,Susantha K A S,Satake Y,et al.Seismic demandpredictions of concrete-filled steel box columns[J].Engineering Structures,2003,25(3):337―345.
[33]Spacone E,Fillippou F C,Taucer F.Fiber beam-columnmodel for non-linear analysis of R/C frames:Formulation[J].International Journal of EarthquakeEngineering and Structural Dynamics,1996,25(7):711―725.
[34]Lgeron F,Paultre P,Mazars J.Damage mechanics ofnonlinear seismic behavior of concrete structures[J].Journal of Structural Engineering,2005,131(6):946―955.
[35]ABAQUS Inc.ABAQUS user subroutines referencemanual[M].USA:Dassault Systerms Simulia Corp.,2006.
[36]庄茁,张帆,岑松.ABAQUS非线性有限元分析与实例[M].北京:科学出版社,2005.Zhang Zhuo,Zhang Fan,Cen Song.Analysis andexamples of nonlinear finite element software ABAQUS[M].Beijing:Science Press,2005.(in Chinese)
[37]Kawashima K,Watanabe G,Hayakawa R.Seismicperformance of RC bridge columns subjected to bilateralexcitation[C]//Proc.35th Joint Meeting,Panel on Windand Seismic Effects.Tsukuba Science City,Japan,2003.
[38]Muguruma H,Watanabe F,Komuro T.Applicability ofhigh strength concrete to reinforced concrete ductilecolumn[J].Transactions of the Japan Concrete Institute,1989,11(1):309―316.
[39]PEER&NEES.Concrete column blind predictioncontest 2010[DB].http://nisee2.berkeley.edu/peer/prediction_contest.
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