某平面不规则结构基于两个软件弹塑性时程对比分析
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摘要
某框架-剪力墙结构位于八度抗震设防区域,其平面投影形状为不对称哑铃型,属于高烈度下的平面不规则结构。采用NosaCAD和Perform-3D结构分析软件对该结构进行弹塑性时程分析,研究该结构在八度罕遇地震作用下的抗震性能。分析结果表明:罕遇地震下,塑性铰首先出现在剪力墙连梁上,部分柱子出现压碎,剪力墙仅出现受拉裂缝。结构最大层间位移角满足规范限值的1/100的要求。构件损坏顺序和损坏位置分布合理,构件损坏过程能耗散一定的地震输入能量。结构可以满足"大震不倒"的抗震设防要求。计算结果表明,两个软件结果具有相似性,结构的整体反应、薄弱部位、损伤分布情况等较为吻合。建议在复杂结构设计过程中若具备条件,可采用多软件进行弹塑性分析,取其包络值为判定标准以确保结构安全。
With an asymmetrical dumbbell shape in projection,one frame-shear wall structure,which is located in 8 seismic intensity area,is an irregular planeframe-shear wall building structure in the high seismic intensity area. In this paper,in order to study the seismic behavior of the structure under rare intensity of 8 degree earthquakes,NosaCAD and Perform-3D were used to perform elasto-plastic time history analysis. The results indicate that under rare earthquake,the yielding hinges firstly occur on some coupling beams. The limited concrete has crushed on some columns and the shear-wall was only damaged with some tensile cracks. The maximum inter story drift of the structure can meet the requirement of Chinese code. The order and distribution are rational,and the process can dissipate the earthquake energy on some degree. The structure satisfies the code requirements of no collaTPe under rare earthquakes. The calculation results,such as the global response,weak layer and damage condition got by the two pieces of software show an agreement to a certain degree. It is suggested that the envelope value of multi-software analysis can be used to ensure the safety of such complex structure in practical projects.
With an asymmetrical dumbbell shape in projection,one frame-shear wall structure,which is located in 8 seismic intensity area,is an irregular planeframe-shear wall building structure in the high seismic intensity area. In this paper,in order to study the seismic behavior of the structure under rare intensity of 8 degree earthquakes,NosaCAD and Perform-3D were used to perform elasto-plastic time history analysis. The results indicate that under rare earthquake,the yielding hinges firstly occur on some coupling beams. The limited concrete has crushed on some columns and the shear-wall was only damaged with some tensile cracks. The maximum inter story drift of the structure can meet the requirement of Chinese code. The order and distribution are rational,and the process can dissipate the earthquake energy on some degree. The structure satisfies the code requirements of no collaTPe under rare earthquakes. The calculation results,such as the global response,weak layer and damage condition got by the two pieces of software show an agreement to a certain degree. It is suggested that the envelope value of multi-software analysis can be used to ensure the safety of such complex structure in practical projects.
引文
[1]孙方涛,吴晓涵,吕西林.竖向地震作用下某大跨悬挑结构反应分析[J].结构工程师,2009,25(4):71-77.
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[3]吕西林.复杂高层建筑结构抗震理论与应用[M].北京:北京科学出版社,2007.
[4]吕西林,金国芳,吴晓涵.钢筋混凝土结构非线性有限元理论与应用[M].上海:同济大学出版社,2002.
[5]龙志飞,岑松.有限元法新论:原理·程序·进展[M].北京:中国水利水电出版社,2001.
[6]吴晓涵,吕西林.反复荷载下混凝土剪力墙非线性有限元分析[J].同济大学学报,1996,24(2):117-123.
[7]Darwin D,Pecknold D A.Analysis of RC shear panels under cyclic loading[J].Journal of the Structural Division,1976,102(2):355-369.
[8]曾明,刘博文.PERFORM-3D基本操作和原理[M].北京:北京工业大学,2012.
[2]顾祥林,孙飞飞.混凝土结构的计算机仿真[M].上海:同济大学出版社,2002.
[3]吕西林.复杂高层建筑结构抗震理论与应用[M].北京:北京科学出版社,2007.
[4]吕西林,金国芳,吴晓涵.钢筋混凝土结构非线性有限元理论与应用[M].上海:同济大学出版社,2002.
[5]龙志飞,岑松.有限元法新论:原理·程序·进展[M].北京:中国水利水电出版社,2001.
[6]吴晓涵,吕西林.反复荷载下混凝土剪力墙非线性有限元分析[J].同济大学学报,1996,24(2):117-123.
[7]Darwin D,Pecknold D A.Analysis of RC shear panels under cyclic loading[J].Journal of the Structural Division,1976,102(2):355-369.
[8]曾明,刘博文.PERFORM-3D基本操作和原理[M].北京:北京工业大学,2012.
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