强震下钢管拱桁架损伤及失效机理研究
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摘要
在有限元软件ABAQUS平台上,编制考虑钢材损伤累积和失效的用户材料子程序,并应用其对钢管拱桁架结构在强震下的动力响应及破坏形态进行研究。结果表明:用户材料子程序具有较高的计算精度;考虑损伤的结构在失效应变由0.2减小到0.05时,其破坏加速度峰值比不考虑损伤时降低7.04%~46.7%;失效应变为0.2、0.15、0.1、0.05时,其破坏加速度峰值、最大节点位移和结构平均应变的比率分别为1∶0.86∶0.73∶0.57、1∶0.76∶0.53∶0.29和1∶0.79∶0.58∶0.35;考虑损伤和不考虑损伤时,结构均发生非对称破坏形态;结构的破坏位置,考虑损伤时在1/3跨附近,不考虑损伤时在1/3跨及跨中附近。
The user material subroutine considering the influence of material damage cumulation and failure strain was compiled on the platform of the finite element program ABAQUS.This paper presents the analysis on the dynamic response and failure modes of the arch truss under strong earthquake with the user material subroutine.The results show that the subroutine has good calculating precision;and that when failure strain decreases from 0.2 to 0.05,the failure acceleration amplitudes of the spectrum reduce by 7.04% to 46.7% compared to those not considering damage cumulation;and that the ratio of the acceleration amplitudes,the maximum node displacements and the structure average strains while failure is 1 ∶0.86 ∶0.73 ∶0.57,1 ∶0.76 ∶0.53 ∶0.29 and 1 ∶0.79 ∶0.58 ∶0.35 corresponding to the failure strain of 0.2,0.15,0.1 and 0.05;and that their failure modes are all asymmetric no matter whether damage cumulation is included or not;the failure positions are at 1/3 span of the truss considering material damage cumulation,and are at 1/3 span and near mid-span of the truss not considering material damage cumulation.
The user material subroutine considering the influence of material damage cumulation and failure strain was compiled on the platform of the finite element program ABAQUS.This paper presents the analysis on the dynamic response and failure modes of the arch truss under strong earthquake with the user material subroutine.The results show that the subroutine has good calculating precision;and that when failure strain decreases from 0.2 to 0.05,the failure acceleration amplitudes of the spectrum reduce by 7.04% to 46.7% compared to those not considering damage cumulation;and that the ratio of the acceleration amplitudes,the maximum node displacements and the structure average strains while failure is 1 ∶0.86 ∶0.73 ∶0.57,1 ∶0.76 ∶0.53 ∶0.29 and 1 ∶0.79 ∶0.58 ∶0.35 corresponding to the failure strain of 0.2,0.15,0.1 and 0.05;and that their failure modes are all asymmetric no matter whether damage cumulation is included or not;the failure positions are at 1/3 span of the truss considering material damage cumulation,and are at 1/3 span and near mid-span of the truss not considering material damage cumulation.
引文
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[4]郭彦林,郭宇飞,盛和太.钢管桁架拱的稳定性能及应用[J].空间结构,2008,14(4):42-48(Guo Yanlin,GuoYufei,Sheng Hetai.Stability behavior and application oftruss-arch[J].Spacial Structures,2008,14(4):42-48(inChinese))
[5]Li Haiwang,Li Jianxian,Zhi Fei,et al.A parameter studyon dynamic buckling of spatial arch trusses under seismicaction[C]//Proceedings of the 6th International Conferenceon Computation of Shell and Spatial Structures IASS-IACM2008“:Spanning Nano to Mega”Ithaca,NY,USA:CornellUniversity,2008
[6]刘国良.空间拱桁架拟动力实验模型设计与分析[D].太原:太原理工大学,2009(Liu Guoliang.Design andanalysis on pseudodynamic test model of spatial arch truss[D].Taiyuan:Taiyuan University of Technology,2009(inChinese))
[7]沈祖炎,李国强,陈以一.钢结构学[M].北京:中国建筑工业出版社,2005(Shen Zuyan,Li Guoqiang,Chen Yiyi.Theory of steel structures[M].Beijing:China Architecture&Building Press,2005(in Chinese))
[8]董宝,沈祖炎,孙飞飞.考虑损伤累积影响的钢柱空间滞回过程的仿真[J].同济大学学报,1999,27(1):11-15(Dong Bao,Shen Zuyan,Sun Feifei.Simulation ofspatialhysteretic behavior of steel columns consideringeffects of damage accumulation[J].Journal of TongjiUniversity,1999,27(1):11-15(in Chinese))
[9]Shen Z Y,Dong B,Cao W X.A hysteresis model forplane steel members with damage cumulation effects[J].Journal of Constructional Steel Research,1998,48(2/3):79-87
[10]陆新征,江见鲸.世界贸易中心飞机撞击后倒塌过程仿真分析[J].土木工程学报,2001,34(6):8-10(LuXinzheng,Jiang Jianjing.Dynamic finite element simulationfor the collapse of World Trade Center[J].China CivilEigineering Journal,2001,34(6):8-10(in Chinese))
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