考虑群桩效应的大刚度结构的地震反应分析
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摘要
基于改进的Gazetas均质土中桩-土-结构相互作用三步法计算模式,引入轴向力影响导出了一种计算层状介质中动力相互作用的新方法,扩展了群桩-土相互作用简化法的应用范围。在考虑群桩效应的基础上,对两种规范未要求进行共同作用计算的新型大刚度高层结构(带交叉斜撑的钢管混凝土框架结构和配筋砌块砌体剪力墙结构)进行了群桩-土-上部结构体系的地震反应分析。分析表明,引入群桩运动相互作用后的一体化抗震设计,可以从量化和定性两方面来较为简捷、准确地预估体系的共同作用效应程度,而按一般概念上的单纯根据位移的增大或加速度的减少来判别共同作用的产生大小是不合理的。配筋砌块砌体剪力墙结构在一定的桩土条件下反而会有更强的动力相互作用效应。上述两种新型结构都应纳入规范考虑上下部共同作用的结构体系的范畴。最后,提出了一个可以综合考虑多项影响参数的量化判别公式,可以快速判别群桩-土-上部结构是否需要开展相互作用的计算。
Based on the terms of Gazetas's three-step procedure for pile-soil-structure interaction in homogenous media, a new method is proposed for calculating the dynamic interaction factors of layered-soil with axial load,under harmonic or horizontal seismic excitations, and the simplified scheme for the interaction of pile-groups and soil is extended.The seismic response analysis of two tall buildings of large siffness (concrete-filled steel tubular braced frame structure and reinforced masonry shear wall structure),though no interactive computation is required in the code,is carried out considering pile-groups effects.The analysis demonstrates that the interactive effect could be easily and accurately predicted by using way of merely a qualitative or quantitative method in a systematic seismic design,after the kinematic interaction of pile-groups is taken into account.The general using way of merely evaluating displacement increase or acceleration decrease may not be rational.Furthermore,due to the various contributions of pile-soil foundations,more significant dynamic interaction effect would be generated for reinforced masonry shear wall structures.An appraisal formula considering several influencing parameters is presented to quickly assess whether pile-supported-structure dynamic interaction needs to be considered.
Based on the terms of Gazetas's three-step procedure for pile-soil-structure interaction in homogenous media, a new method is proposed for calculating the dynamic interaction factors of layered-soil with axial load,under harmonic or horizontal seismic excitations, and the simplified scheme for the interaction of pile-groups and soil is extended.The seismic response analysis of two tall buildings of large siffness (concrete-filled steel tubular braced frame structure and reinforced masonry shear wall structure),though no interactive computation is required in the code,is carried out considering pile-groups effects.The analysis demonstrates that the interactive effect could be easily and accurately predicted by using way of merely a qualitative or quantitative method in a systematic seismic design,after the kinematic interaction of pile-groups is taken into account.The general using way of merely evaluating displacement increase or acceleration decrease may not be rational.Furthermore,due to the various contributions of pile-soil foundations,more significant dynamic interaction effect would be generated for reinforced masonry shear wall structures.An appraisal formula considering several influencing parameters is presented to quickly assess whether pile-supported-structure dynamic interaction needs to be considered.
引文
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[5]Nakamuta T,takewak i I.Sequential stiffness design forse ism ic drift ranges of a shear bu ild ing-p ile-soil system[J].Earthquake Engineering and Structure Dynam ic,1996,25(12):1405-1420
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[7]建筑抗震设计规范(GB50011-2001)[S]
[8]M akris N,Badon i D.Se ism ic response of p ile groups un-der ob lique-shear and rayle igh waves[J].EarthquakeEngineering and Structure Dynam ic,1995,24(5):517-532
[9]熊辉.层状场域内上、下部结构动力相互作用分析及其优化设计[D].长沙:湖南大学,2003
[10]陈以一主编.世界建筑结构设计精品选—日本篇[M].北京:中国建筑工业出版社,2001
[11]施楚贤,谢小军.盘锦国税局15层配筋砌块住宅试点工程弹塑性地震分析报告[R].长沙:湖南大学,1997
[12]砌体结构设计规范(GB50003-2001)[S]
[2]Ahn K J,Gou ld P L.Interactive base-isolation foundationsystem I,fin ite elem ent formu lation[J].Journal of theEngineeringM echan ics,ASCE,1992,118(10):2048-2058
[3]蒯行成,沈蒲生,陈军.埋置基础近似动力模型及其应用[J].振动工程学报,1997,10(1):506-509
[4]杨允表,石洞,宋启根.核心单筒式高层悬挂结构考虑土-结构相互作用的动力分析[J].地震工程与工程振动,1999,19(2):64-70
[5]Nakamuta T,takewak i I.Sequential stiffness design forse ism ic drift ranges of a shear bu ild ing-p ile-soil system[J].Earthquake Engineering and Structure Dynam ic,1996,25(12):1405-1420
[6]Takewak i I.Equ ivalent linear ductility design of soil-struc-ture interaction system s[J].Engineering Structure,1998,20(8):655-662
[7]建筑抗震设计规范(GB50011-2001)[S]
[8]M akris N,Badon i D.Se ism ic response of p ile groups un-der ob lique-shear and rayle igh waves[J].EarthquakeEngineering and Structure Dynam ic,1995,24(5):517-532
[9]熊辉.层状场域内上、下部结构动力相互作用分析及其优化设计[D].长沙:湖南大学,2003
[10]陈以一主编.世界建筑结构设计精品选—日本篇[M].北京:中国建筑工业出版社,2001
[11]施楚贤,谢小军.盘锦国税局15层配筋砌块住宅试点工程弹塑性地震分析报告[R].长沙:湖南大学,1997
[12]砌体结构设计规范(GB50003-2001)[S]
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