砌体结构在地震下的非线性计算模型

英文篇名：A numerical model for non-linear dynamic analysis of masonry structures subjected to ground motion
中文刊名：四川建筑科学研究
英文刊名：Sichuan Building Science
作者：许浒 ; 赵世春 ; 叶列平 ; 陆新征
英文作者：XU Hu1 ; 2 ; ZHAO Shichun1 ; 2 ; YE Lieping3 ; LU Xinzheng3(1.The College of Civil Engineering ; Southwest Jiaotong University ; Chengdu 610031 ; China ; 2.Key Laboratory of Seismic Engineering of Sichuan Province ; Chengdu 610031 ; China ; 3.Department of Civil Engineering ; Tsinghua University ; Beijing 100084 ; China)
中文关键词：砌体结构 ; 三弹簧单元模型 ; 滞回性能 ; 非线性计算
英文关键词：masonry structure ; three spring elements model(TSEM) ; hysteretic behavior ; nonlinear analysis
出版日期：2011-12-25
机构：西南交通大学土木工程学院;抗震工程技术四川省重点实验室;清华大学土木工程系;
年：2011
期：06
出版单位：四川建筑科学研究

摘要

针对目前砌体结构计算模型在弹塑性动力时程分析中的不足,本文采用一种三弹簧单元宏观模型进行整体结构的非线性计算。首先,将其计算结果与单片砌体构件试验结果对比,验证了模型的准确性;随后,采用该模型对一简单空间砌体结构进行静力和动力分析,并计算了不同地震烈度下的结构响应,得到令人较为满意的结果。以层间位移角定义了各墙体构件的弹性、破坏和极限3个阶段,对整体结构的损伤情况给予了评价,并提出以竖向承载构件完全失效作为结构倒塌的判别准则,使三弹簧单元模型在砌体结构抗震研究方面具备一定的适用性。
According to the disadvantages of present numerical model for elastic-plastic seismic response analysis of masonry structures,a macro numerical model consists of three spring elements is used for non-linear calculation of the whole structure.First,the accuracy of three spring elements model(TSEM) is testified by comparing with the experimental result of single specimen of masonry wall.Then the TSEM is used for static and dynamic analysis of a simple spatial masonry structure,responses of the structure under different seismic intensity are calculated as well,and the result is satisfied.The damage evolution of each wall is classified to three elastic stage,failure stage and ultimate stage by story drift angle,to evaluate damage status of the whole structure.In addition,completely failure of the vertical load bearing components is used as the criterion of collapse,to improve the applicability of the TSEM on seismic resistance research of masonry structures.

引文

[1]Krit Chaimoon,Mario M.Attard.Modeling of unreinforced masonrywall under compression and shear[J].Engineering Structures,2007,29:2056-2068.
    [2]Calio I,Marletta M,Panto B.A discrete element approch for theevaluation of the seismic reponse of masonry building[C]//14thWCEE,2008,Beijing.
    [3]Cecchi A,Milani G.A kinematic FE limit analysis model for thickEnglish bond masonry walls[J].International Journal of Solids andStructures,2008,45:1302-1331.
    [4]Sutcliffe D J,Yu H S,Page A W.Lower bound limit analysis of un-reinforced masonry shear wall[J].Computers and Structures,2001,79:1295-1312.
    [5]王述红,唐春安,吴献.砌体开裂过程数值模型及其模拟分析[J].工程力学,2005,22(2):56-61.
    [6]苗吉军,顾祥林,张伟平,等.地震作用下砌体结构倒塌反应的数值模拟计算分析[J].土木工程学报,2005,138(9):45-52.
    [7]刘海卿,倪镇国,欧进萍.强震作用下砌体结构倒塌过程仿真分析[J].地震工程与工程振动,2008,28(10):38-42.
    [8]Hossein Mostafaei,Toshimi Kabeyasawa.Effect of Infill MasonryWalls on the Seismic Response of Reinforced Concrete BuildingsSubjected to the 2003 Bam Earthquake Strong Motion[J].地震工程所学报,2004,79:133-156.
    [9]洪峰,王绍博.砌体结构抗震抗剪强度分析[J].地震工程与工程振动,2000,20(3):28-33.
    [10]童岳生,童润家.带洞砖墙侧移刚度计算的等效单杆法[J].建筑结构学报,1994,15(4):46-52.
    [11]童岳生,钱国芳,梁兴文,等.砖填充墙钢筋混凝土框架的刚度及其应用[J].西安冶金建筑学院学报,1985,44(4):21-35.
    [12]李明.钢筋网水泥砂浆加固低强度砖砌体的试验研究[D].北京:清华大学,2003.
    [13]林磊.FPR布加固砌体墙受剪性能的试验研究[D].北京:清华大学,2003.