近断层地震作用下串联隔震体系下部结构层间位移角响应分析
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摘要
建立了串联隔震体系模型,并编制MATLAB程序对一实际工程的下部子结构进行近断层地震响应分析.结果表明,地震动时上部子结构产生与下部子结构方向相反的作用力,使下部子结构振动明显减弱,对下部子结构运用时程分析得到最大层间位移角为1/555;随地震烈度的增大,地下室层间位移角增大,一、三类场地土上,近场地震动所得地下室层间位移角大于远场相应值,二类场地土其结果相反,且均满足框架剪力墙结构罕遇地震下层间位移角的要求.
A series isolated system model is established,and MATLAB is used to analyze the substructure response under near fault.The results show that the upper structure generated a force opposite in direction to the lower structure,so that the substructure vibration was obviously slacked.The maximum inter-story displacement angle of the substructure by means of time-history response is 1/555;when the seismic intensity increases,the inter-story displacement angle of the substructure increases.In site Ⅰ and site Ⅲ,the basement inter-story displacement angle in near fields during the earthquake is greater than the corresponding value of far field;the results are opposite in site Ⅱ,and they can satisfy requirements of inter-story displacement angle of the frame-shear wall in rare earthquakes.
A series isolated system model is established,and MATLAB is used to analyze the substructure response under near fault.The results show that the upper structure generated a force opposite in direction to the lower structure,so that the substructure vibration was obviously slacked.The maximum inter-story displacement angle of the substructure by means of time-history response is 1/555;when the seismic intensity increases,the inter-story displacement angle of the substructure increases.In site Ⅰ and site Ⅲ,the basement inter-story displacement angle in near fields during the earthquake is greater than the corresponding value of far field;the results are opposite in site Ⅱ,and they can satisfy requirements of inter-story displacement angle of the frame-shear wall in rare earthquakes.
引文
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[5]杜永峰,朱前坤,李慧.串联隔震体系的大变形力学行为分析与试验[J].振动与冲击,2011,30(11):236-239.
[6]廖绍怀,吴巧云,熊源.屋顶钢塔TMD和塔底隔震双重减震性能研究[J].华中科技大学学报:城市科学版,2008,25(3):218-221.
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[10]李晓飞,刘丽霞,薛晓峰,等.幅射式张弦梁结构的地震响应及参数分析[J].甘肃科学学报,2011,23(2):103-107.
[2]Liu W G,Zhou F L,Zhuang X Z,et al.Mechanic Characteris-tics of Rubber Bearing in Column Top Isolation System[C]//Proceeding International Workshop on Seismic Isolation,En-ergy Dissipation and Control of Structures.Beijing:Seismo-logical Press,1999.
[3]李慧,姚云龙,杜永峰,等.叠层橡胶支座与柱串联体系动力失稳特性探讨[J].世界地震工程,2005,21(1):18-23.
[4]杜永峰,杨静成,林志丹,等.串联隔震体系静力性能有限元分析[J].工程抗震与加固改造,2010,32(4):26-31.
[5]杜永峰,朱前坤,李慧.串联隔震体系的大变形力学行为分析与试验[J].振动与冲击,2011,30(11):236-239.
[6]廖绍怀,吴巧云,熊源.屋顶钢塔TMD和塔底隔震双重减震性能研究[J].华中科技大学学报:城市科学版,2008,25(3):218-221.
[7]何益斌.高层框架结构加设铁塔后抗震性能分析[J].特种结构,1999,16(1):40-42.
[8]周福霖.工程结构减震控制[M].北京:地震出版社,1997.
[9]杜永峰,张尚荣,李慧.多级串联非比例阻尼隔震结构地震响应分析[Z].兰州:兰州理工大学防震减灾研究所,2012.
[10]李晓飞,刘丽霞,薛晓峰,等.幅射式张弦梁结构的地震响应及参数分析[J].甘肃科学学报,2011,23(2):103-107.
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