考虑材料损伤累积的空间网格结构弹塑性分析建模方法
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摘要
传统的轴向受力构件二次屈曲效应模拟方法计算结果在构件前次屈曲后残余变形及材料硬化效应不明显时与试验值差异较大,无法精确模拟,对此文中提出了考虑损伤累积效应的混合硬化材料模型结合纤维梁单元的轴向受力构件建模方法。通过试验数据与数值模拟结果的对比,表明该方法可以更精确地模拟构件在轴向往复荷载作用下二次屈曲及屈曲后的力学行为,是空间网格结构弹塑性分析时构件建模的适用方法,并通过最后的柱面网壳算例分析表明该方法的对网格结构弹塑性时程计算有较大意义。
When residual deformation and materials hardening effect of rods under bearing axial loading after previous buckling are not obvious,the simulation result with traditional method is quite different from the test result.To increase simulation accuracy,a new modeling method is proposed based on combining the hardening materials including damage effect with fiber-beam element.According to comparison between the experiment data and simulation results,it is found that the new method can simulate the buckling and post-buckling behavior of rods under axial tensile and compresion loads more accurately,and it is a reasonable method for stimulating elastic-plastic analysis of space grid structures.At last,a dynamic analysis of a sylindrical grid shell example under earthquakes shows that the method is of great significance.
When residual deformation and materials hardening effect of rods under bearing axial loading after previous buckling are not obvious,the simulation result with traditional method is quite different from the test result.To increase simulation accuracy,a new modeling method is proposed based on combining the hardening materials including damage effect with fiber-beam element.According to comparison between the experiment data and simulation results,it is found that the new method can simulate the buckling and post-buckling behavior of rods under axial tensile and compresion loads more accurately,and it is a reasonable method for stimulating elastic-plastic analysis of space grid structures.At last,a dynamic analysis of a sylindrical grid shell example under earthquakes shows that the method is of great significance.
引文
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[14]李贵乾,郑罡,高波.基于Opensees的钢筋凝土桥墩拟静力试验数值分析[J].世界地震工程,2011,27(1):110-114.LI Guiqian,ZHENG Gang,GAO BO.Numerical analysis for pseuelo-static tests of reinforced concrete bridge columns based on Opem Sees[J].World Earthquake Engineering,2011,27(1):110-114.
[15]周海涛,张毅刚,吴金志.基于材料塑性损伤累积效应的梁单元数值模拟分析方法[J].空间结构,2010,16(3):13-17.ZHOU Haitao,ZHANG Yigang,WU Jinzhi.Numerical simulation method considering the cumulative effect of plastic damage for beam element[J].Spatial Structures,2010,16(3):13-17.
[16]陈适才,陆新征,任爱珠.基于纤维梁模型的火灾下多层混凝土框架非线性合析[J].建筑结构学报,2009,30(6):45-51.CHEN Shicai,LUXinzheng,REN Aizhu.Nonlinear analysis of muliti-story concrete frame under fire with fiber beam mode[J].Journal of BuildingStruotures,2009,30(6):45-51.
[17]Yang Dabin,Zhang Yigang,Wu Jinzhi.Elasto-plastic buckling analysis of space truss structures with member equivalent imperfections considered u-sing ABAQUS[C]//Proceedings of the third international conference on modelling and simulation(ICMS2010),2010:242-244.
[18]陈明祥.弹塑性力学[M].科学出版社,2007.CHEN Mingxiang.Elastic-plastic mechanics[M].Science Press,2007.
[19]Han D J,Chen W F.Behavior of portal and structral types of beams-columns[J].Engineering Structures,1983,5(1):15-25.
[2]陈以一,周锋,陈城,宽肢薄膜H形截面钢柱的滞回性能[J].世界地震工程,2002,18(4):23-29.CHEN Yiyi,ZHOUFeng,CHEN Cheng.Research on the hysteretic behaviour of H-shaped steel columns with big width-to-thickness ratio plates[J].World Earthquake Engineering,2002,18(4):23-29.
[3]申林.高层结构钢支撑滞回性能分析及抗震设计对策[D].西安:西安建筑科技大学,2000.SHEN Lin.Hysteretic behavior and designing criterion of steel braces in high-rise building under cyclic loading[D].Xi’an:Xi’an University ofArehitecture&Technology,2000.
[4]Jain A K,Goel S C,Hanson R D.Hysteretic cycles of axially loaded steel members[J].Journal of Structural Engineering,ASCE,1980,106(8):1777-1795.
[5]Maison B F,Popov E P.Cyclic response prediction for braced steel frames[J].Journal of Strucural Engineering,ASCE,1980,106(7):1401-1416.
[6]Wakabayashi M,Nonaka T,Matsui C.An experimental study on the inelastic behavior of steel frames subjected to vertical and horizontal loading[J].Bull.Disas.Prey.Res.Inst.,Kyoto Univ.,Kyoto,Japan,1967,Part1,17(119):28-48.
[7]Goggins J M,et al.Behaviour of tubular steel members under cyclic axial loading[J].Journal of Constructional Steel Research,2006,62:121-131.
[8]李兆霞.损伤力学及应用[M].北京:科学出版社,2002.LI Zhaoxia.Damage mechanics and application[M].Beijing:Scence Press,2002.
[9]陈骥.钢结构稳定理论与设计[M].北京:科学出版社,2008.CHEN Ji.Stability of steel structures theory and design[M].Beijing:Science Press,2008.
[10]Kayvani K,Barzegar F.Hysteretic modeling of offshore steel platforms[J].Engineering Structures,1996,18(2):93-101.
[11]周喜.圆钢管柱滞回性能分析[M].上海:同济大学,2007.ZHOUXi.Hysteretic behavior of circle tubular steel columns[M].Hhanghai:Tongji University,2007.
[12]Iraj HP,Mamaghani TU.Inelastic large deflection analysis of structural steel members under cyclic loading[J].Engineering Structures,1996,18(9):659-668.
[13]陈惠发.弹性与塑性力学[M].中国建筑工业出版社,2004.CHEN Huifa.Elastic-plastic mechanics[M].China Building Industry Press,2004.
[14]李贵乾,郑罡,高波.基于Opensees的钢筋凝土桥墩拟静力试验数值分析[J].世界地震工程,2011,27(1):110-114.LI Guiqian,ZHENG Gang,GAO BO.Numerical analysis for pseuelo-static tests of reinforced concrete bridge columns based on Opem Sees[J].World Earthquake Engineering,2011,27(1):110-114.
[15]周海涛,张毅刚,吴金志.基于材料塑性损伤累积效应的梁单元数值模拟分析方法[J].空间结构,2010,16(3):13-17.ZHOU Haitao,ZHANG Yigang,WU Jinzhi.Numerical simulation method considering the cumulative effect of plastic damage for beam element[J].Spatial Structures,2010,16(3):13-17.
[16]陈适才,陆新征,任爱珠.基于纤维梁模型的火灾下多层混凝土框架非线性合析[J].建筑结构学报,2009,30(6):45-51.CHEN Shicai,LUXinzheng,REN Aizhu.Nonlinear analysis of muliti-story concrete frame under fire with fiber beam mode[J].Journal of BuildingStruotures,2009,30(6):45-51.
[17]Yang Dabin,Zhang Yigang,Wu Jinzhi.Elasto-plastic buckling analysis of space truss structures with member equivalent imperfections considered u-sing ABAQUS[C]//Proceedings of the third international conference on modelling and simulation(ICMS2010),2010:242-244.
[18]陈明祥.弹塑性力学[M].科学出版社,2007.CHEN Mingxiang.Elastic-plastic mechanics[M].Science Press,2007.
[19]Han D J,Chen W F.Behavior of portal and structral types of beams-columns[J].Engineering Structures,1983,5(1):15-25.
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