强震下BRBF结构弹塑性静力分析
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摘要
为考察BRBF结构的层间位移与层剪力的对应关系及塑性铰分布情况,文中以BRBF为研究对象,以屈曲约束支撑的水平力分担率β以及框架强度CB等主要研究参数建立6个模型,通过二阶非线性计算程序,对模型进行弹塑性静力分析。结果表明:屈曲约束支撑的水平力分担率30%～60%的模型的层间变形中低层集中,屈曲约束支撑的水平力分担率90%的模型的层间变形低层集中;模型的层间集中变形以及塑性铰分布情况不受框架强度影响。
The six FEM models of the buckling restrained brace of multi-storey steel frame with different horizontal force sharing rate β of buckling restrained brace and the frame strength CB were established to conduct the elastic-plastic static analysis considering the secondary nonlinear effect.The main objective of this study is to investigate the relationship between storey displacements and shear stress and the distribution of plastic hinge in different models.The comparative study showed that the deformations mainly occur in the middle and low parts of the frame of the models,which the horizontal force sharing rates of the buckling restrained braces are from 30% to 60%;while,for the models with the horizontal force sharing rates of 90%,the deformations mainly occur in the low parts of the frame;the storey-concentrated deformation and the distribution of plastic hinge are not affected by the frame strength.
The six FEM models of the buckling restrained brace of multi-storey steel frame with different horizontal force sharing rate β of buckling restrained brace and the frame strength CB were established to conduct the elastic-plastic static analysis considering the secondary nonlinear effect.The main objective of this study is to investigate the relationship between storey displacements and shear stress and the distribution of plastic hinge in different models.The comparative study showed that the deformations mainly occur in the middle and low parts of the frame of the models,which the horizontal force sharing rates of the buckling restrained braces are from 30% to 60%;while,for the models with the horizontal force sharing rates of 90%,the deformations mainly occur in the low parts of the frame;the storey-concentrated deformation and the distribution of plastic hinge are not affected by the frame strength.
引文
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[7]Ogawa K,Tada M.Combined non-Linear Analysis for Plane Frame(“clap”),Proc.of 17th Symposium on Computer Technology onInformation Systems and Applications[J].Architectural Instituteof Japan,1994.12:79-84.
[2]胡宝琳,李国强,孙飞飞.屈曲约束支撑体系的研究现状及其国内外应用[J].四川建筑科学研究,2007,33(4):9-13.
[3]谢强,赵亮.屈曲约束支撑的研究进展及其在结构抗震加固中的应用[J].地震工程与工程振动,2006,26(3):100-103.
[4]The Seismic Calculation Method Benchmark Explanation and Ex-planation of Calculation Cases Based on Energy Balance Rules[M].Building Center of Japan,2007.
[5]American Institute of Steel Construction Inc[M].A Seismic Provi-sion for Structural Steel Buildings,2002.
[6]尹华伟,汪梦甫,周锡元.结构静力弹塑性分析方法的研究和改进[J].工程力学,2003,20(4):45-49.
[7]Ogawa K,Tada M.Combined non-Linear Analysis for Plane Frame(“clap”),Proc.of 17th Symposium on Computer Technology onInformation Systems and Applications[J].Architectural Instituteof Japan,1994.12:79-84.
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