坡地掉层结构上接地支座形式对框架结构抗震性能的影响分析
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摘要
坡地掉层结构上接地柱与地面采用固接时由于强约束条件导致地震中上接地柱破坏严重,改变支座约束方式是改善其抗震性能的途径之一。对坡地框架结构上接地柱的底端采4四类不同的约束方式,设计不同掉层跨数和层数的算例,进行多遇和罕遇地震作用下掉层结构的抗震性能分析,考察不同上接地柱端约束方式对掉层结构抗震性能的影响规律。结果表明,当上接地柱底端为固接时,掉层框架薄弱层在上接地1、2层,掉层跨数和层数越多,上接地层柱底梁端破坏越严重;上接地柱采用铰接支座时,上接地层的侧向变形较大,上接地柱柱端破坏向其上端、上层转移;上接地柱采用隔震支座或者滑动支座时,薄弱层位于掉层部分,掉层跨数越少破坏越严重,掉层跨数占结构总跨数的4/5时,掉层部分破坏较轻。建议掉层跨数较多时上接地柱采用隔震支座或者滑动支座。
The upper ground columns of the first floor were damaged severely in structures supported by foundations at different locations due to strong constraint conditions. Different constraint conditions of the columns resulted in different seismic performance of structures. The seismic performance of frame structure on the slope under frequent and rare earthquake was analyzed through a number of calculating examples with different spans, floors, and four types of constraint conditions for upper ground level. The effect laws of different constraint conditions of the upper ground columns for the seismic performance of the structures were discussed. The results show that when the supports of upper ground columns are fixed ends, the weak story is generally located at the first and second floors on the upper ground. The larger the number of the floors and the spans of the structure on the lower ground is, the more seriously damage of the upper ground column ends will occur. When the supports of ground columns are pinned ends the lateral deformation of the ground floor are larger, the upper ground column damage may be transferred to its upper end and the upper floor. When the ground columns are supported by vibration isolation supports or sliding supports, the weak story is located at the floors on the lower ground. The less the span number is, the more seriously damage will occur. However, when the span number of structure on the lower ground accounted for 4/5 of the total structure span number, the structures on the lower ground were damaged lighter. Vibration isolation supports and sliding supports are suggested when span number on the lower ground level is large.
The upper ground columns of the first floor were damaged severely in structures supported by foundations at different locations due to strong constraint conditions. Different constraint conditions of the columns resulted in different seismic performance of structures. The seismic performance of frame structure on the slope under frequent and rare earthquake was analyzed through a number of calculating examples with different spans, floors, and four types of constraint conditions for upper ground level. The effect laws of different constraint conditions of the upper ground columns for the seismic performance of the structures were discussed. The results show that when the supports of upper ground columns are fixed ends, the weak story is generally located at the first and second floors on the upper ground. The larger the number of the floors and the spans of the structure on the lower ground is, the more seriously damage of the upper ground column ends will occur. When the supports of ground columns are pinned ends the lateral deformation of the ground floor are larger, the upper ground column damage may be transferred to its upper end and the upper floor. When the ground columns are supported by vibration isolation supports or sliding supports, the weak story is located at the floors on the lower ground. The less the span number is, the more seriously damage will occur. However, when the span number of structure on the lower ground accounted for 4/5 of the total structure span number, the structures on the lower ground were damaged lighter. Vibration isolation supports and sliding supports are suggested when span number on the lower ground level is large.
引文
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[12]赵瑞仙.掉层结构的非线性抗震性能分析[D].重庆:重庆大学,2011(Zhao Ruixian.Study on the nonlinear seismic performance of structure supported by foundations with different locations[D].Chongqing:Chongqing University,2011(in Chinese))
[13]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010(GB 50011—2010 Code for seismic design buildings[S].Beijing:China Architecture&Building Press,2010(in Chinese))
[2]李英民,刘立平.汶川地震建筑震害与思考[M].重庆:重庆大学出版社,2008
[3]戴志中.现代山地建筑接地诠释[J].城市建筑,2006(8):20-24(Dai Zhizhong.The annotation on the earthing of contemporary mountainous building[J].Urbanism and Architecture,2006(8):20-24(in Chinese))
[4]王一功,杨佑发.多层接地框架土-结构共同作用分析[J].世界地震工程,2005,21(3):88-93(Wang Yigong,Yang Youfa.A study on dynamic interaction problem of multistory frames located at hillside sites with different slopes[J].World Earthquake Engineering,2005,21(3):88-93(in Chinese))
[5]杨佑发,王一功,李元初.山区台地框架建筑抗震性能研究[J].振动与冲击,2007,26(6):36-51(Yang Youfa,Wang Yigong,Li Yuanchu.Study on seismic resistance behavior of the frame connected with ground by not only the first floor[J].Journal of Vibration and Shock,2007,26(6):36-51(in Chinese))
[6]杨佑发,王一功.倾斜基岩上的土-框架相互作用研究[J].地震工程与结构振动,2005,25(2):177-182(Yang Youfa,Wang Yigong.Study on dynamic interaction problem of frame on inclined rock-base[J].Earthquake Engineering and Engineering Vibration,2005,25(2):177-182(in Chinese))
[7]杨实君.吊脚式山地建筑结构抗震性能分析[D].重庆:重庆大学,2008(Yang Shijun.Seismic performance analysis of the hillside architecture structure of the suspending buildings[D].Chongqing:Chongqing University,2008(in Chinese))
[8]单志伟.掉层建筑的抗震性能研究[D].重庆:重庆大学,2008(Shan Zhiwei.Study on the seismic performance of step-terrace structure[D].Chongqing:Chongqing University,2008(in Chinese))
[9]何岭.掉层结构刚度计算方法及弹塑性抗震性能研究[D].重庆:重庆大学,2010(He Ling.Reseach on the calculate method of stiffness on step-terrace structure and the plastic seismic performance[D].Chongqing:Chongqing University,2010(in Chinese))
[10]龙彬.掉层结构设计中的若干问题研究[D].重庆:重庆大学,2010(Long Bin.Study on several problems related to the seismic design of structure supported by foundations with different locations[D].Chongqing:Chongqing University,2010(in Chinese))
[11]赵耀.掉层结构动力特性及整体抗倾覆分析[D].重庆:重庆大学,2011(Zhao Yao.Study on dynamic characteristics and overturning stability for structures supported by foundations with different horizontal levels[D].Chongqing:Chongqing University,2011(in Chinese))
[12]赵瑞仙.掉层结构的非线性抗震性能分析[D].重庆:重庆大学,2011(Zhao Ruixian.Study on the nonlinear seismic performance of structure supported by foundations with different locations[D].Chongqing:Chongqing University,2011(in Chinese))
[13]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010(GB 50011—2010 Code for seismic design buildings[S].Beijing:China Architecture&Building Press,2010(in Chinese))
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