带有屈曲约束支撑双重结构体系的抗震性能
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摘要
目的分析带有屈曲约束支撑的双重结构体系在不同刚度比例下的抗震性能.方法以两个位于日本软土地区的不同高度结构模型(4层和12层)作为对象,根据模型设计中预备框架刚度比例大小的不同,研究在输入3组地震波下结构的响应.结构的性能由非线性时程分析所得到的结构的层间位移角来衡量.结果为了使双重体系结构的层间转角最小并使层间转角的分布尽量均匀,需要20%的预备框架刚度比率.结论将结构设计为双重体系可以改善其抗震性能,预备抗弯框架的存在不但极大减少结构的层间位移角而且可以减小变形的集中.
This paper presents an analysis on the seismic behavior of dual frame system incorporating buckling-restrained braces with different stiffness ratios.The study focuses on the stiffness requirements of backup frame on seismic responses of two different models(4-and 12-stories) located in a general site of Japan and subjected to three sets of ground motions.Structural behavior is evaluated from story drift ratios obtained through nonlinear time history analyses.Performance of the models shows that in order to minimize the story drift ratios and to make the story drift distribution of the dual system more uniform,20% of backup frame stiffness ratio is needed.Seismic behavior of the buckling-restrained braced frames can be improved by adding some backup frame to form a dual frame system.Backup frame can significantly reduce the story drift ratios and the drift concentration as well.
This paper presents an analysis on the seismic behavior of dual frame system incorporating buckling-restrained braces with different stiffness ratios.The study focuses on the stiffness requirements of backup frame on seismic responses of two different models(4-and 12-stories) located in a general site of Japan and subjected to three sets of ground motions.Structural behavior is evaluated from story drift ratios obtained through nonlinear time history analyses.Performance of the models shows that in order to minimize the story drift ratios and to make the story drift distribution of the dual system more uniform,20% of backup frame stiffness ratio is needed.Seismic behavior of the buckling-restrained braced frames can be improved by adding some backup frame to form a dual frame system.Backup frame can significantly reduce the story drift ratios and the drift concentration as well.
引文
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[6]Saeki E,Maeda Y,Iwamatu K,et al.Analytical studyon unbond braces fixed in a frame[J].Journal ofStructural and Constructional Engineering,1996,489:95-104.
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[8]Sabelli R,Mahin S A,Chang C.Seismic demands onsteel braced-frame buildings with buckling-restrainedbraces[J].Engineering Structures,2003,25:655-666.
[9]Kiggins S,Uang C M.Reducing residual drift ofbuckling-restrained braced frames as a dual system[J].Engineering Structures,2006,28:1525-1532.
[10]日本建筑学会(AIJ).建筑物荷重指针.同解说[M].东京:丸善株式会社,1993.
[2]Xie Q.State-of-the-Art of Buckling-Restrained Bracesin Asia[J].Journal of Constructional Steel Research,2005,61(6):727-748.
[3]谢强.槽钢无屈曲消能支撑:中国,2004201099707[P].2005-09-27.
[4]Inoue K,Sawaizumi S,Higashibata Y.Stiffening re-quirements for unbond braces encased in concretepanels[J].Journal of Structural Engineering,2001,127(6):712-719.
[5]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.
[6]Saeki E,Maeda Y,Iwamatu K,et al.Analytical studyon unbond braces fixed in a frame[J].Journal ofStructural and Constructional Engineering,1996,489:95-104.
[7]Iwata M,Murai M.Buckling-restrained brace usingsteel mortar planks:performance evaluation as a hys-teretic damper[J].Earthquake Engineering andStructural Dynamics,2006,35:1807-1826.
[8]Sabelli R,Mahin S A,Chang C.Seismic demands onsteel braced-frame buildings with buckling-restrainedbraces[J].Engineering Structures,2003,25:655-666.
[9]Kiggins S,Uang C M.Reducing residual drift ofbuckling-restrained braced frames as a dual system[J].Engineering Structures,2006,28:1525-1532.
[10]日本建筑学会(AIJ).建筑物荷重指针.同解说[M].东京:丸善株式会社,1993.
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