双塔楼大底盘地下建筑地震土压力分析
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摘要
建立了双塔楼大底盘土—结构动力相互作用的三维有限元分析模型,采用地震时程反应分析方法确定作用于多塔楼大底盘结构地下建筑的地震土压力。通过改变地下室周边框架结构的外挑跨数和塔楼间裙房部分的框架跨数,计算了不同地下室平面布置和刚度分布对地震土压力分布特征的影响。结果表明地下结构地震土压力在地表处具有最大值,且远大于其他埋深处的地震土压力数值,地下室外挑跨数和塔楼间裙房跨数对地下结构抗侧力刚度及地震土压力分布均有影响。最后,给出了一些结论和建议。
In the paper,three dimension finite element model of the dynamic soil-structure interaction for the seismic response analysis of twin-towers high rise building with enlarged base is constructed,and the seismic soil pressures of the underground structure are calculated by step-by-step dynamic response analysis.By altering number of frame surrounding the basement and number of frame between the towers,the effects of different floor plan and rigidity distributions on the dynamic soil pressure of the basement are analyzed.The results show that the maximum dynamic soil pressure is located at the ground,and is far larger than the values of soil pressure at other location in the depth of the basement. At the same time,both the number of frame surrounding the basement and the number of frame between the towers have influences on the lateral rigidity of the basement and then on the dynamic soil pressure distribution of the basement.Finally,some conclusions and suggestions are made.
In the paper,three dimension finite element model of the dynamic soil-structure interaction for the seismic response analysis of twin-towers high rise building with enlarged base is constructed,and the seismic soil pressures of the underground structure are calculated by step-by-step dynamic response analysis.By altering number of frame surrounding the basement and number of frame between the towers,the effects of different floor plan and rigidity distributions on the dynamic soil pressure of the basement are analyzed.The results show that the maximum dynamic soil pressure is located at the ground,and is far larger than the values of soil pressure at other location in the depth of the basement. At the same time,both the number of frame surrounding the basement and the number of frame between the towers have influences on the lateral rigidity of the basement and then on the dynamic soil pressure distribution of the basement.Finally,some conclusions and suggestions are made.
引文
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[4]方鄂华,韦宇宁.多塔楼大底盘结构地震反应[J].建筑结构学报,1995,16(6):3~10.
[5]薛彦涛,魏琏.底部整体裙房上部多塔结构地震反应分析[J].建筑结构学报,1989,6,10(6):21~29.
[6]JGJ3-2002.高层建筑混凝土结构技术规程[S].
[7]陈国兴,张菁莉.深厚软弱地基上多层地下室—桩基—双塔高层建筑的地震反应分析[J].自然灾害学报,2004,13(1):105~111.
[8]田力,严士超.双塔高层建筑—多层地下室—桩—土系统动力相互作用研究[J].工程抗震,2001,(4):8~15.
[9]胡庆昌著.建筑结构抗震设计与研究[M].北京:中国建筑工业出版社,1999,81~85.
[10]朱炳寅,娄宇,杨琦著.建筑地基基础设计方法及实例分析[M].北京:中国建筑工业出版社,2007:428~435.
[11]刘晶波,李彬.三维黏弹性静—动力统一人工边界[J].中国科学(E辑),2005,35(9):966~980.
[12]吕西林著.复杂高层建筑结构抗震理论与应用[M].北京:科学出版社,2007,522~538.
[2]范重,吴学敏.带有双塔楼高层建筑结构动力特性分析[J].建筑结构学报,1996,17(6):11~18.
[3]杨学林,益德清.多塔楼高层结构振动特性与抗震设计[J].工程力学,2001,18(2):76~80.
[4]方鄂华,韦宇宁.多塔楼大底盘结构地震反应[J].建筑结构学报,1995,16(6):3~10.
[5]薛彦涛,魏琏.底部整体裙房上部多塔结构地震反应分析[J].建筑结构学报,1989,6,10(6):21~29.
[6]JGJ3-2002.高层建筑混凝土结构技术规程[S].
[7]陈国兴,张菁莉.深厚软弱地基上多层地下室—桩基—双塔高层建筑的地震反应分析[J].自然灾害学报,2004,13(1):105~111.
[8]田力,严士超.双塔高层建筑—多层地下室—桩—土系统动力相互作用研究[J].工程抗震,2001,(4):8~15.
[9]胡庆昌著.建筑结构抗震设计与研究[M].北京:中国建筑工业出版社,1999,81~85.
[10]朱炳寅,娄宇,杨琦著.建筑地基基础设计方法及实例分析[M].北京:中国建筑工业出版社,2007:428~435.
[11]刘晶波,李彬.三维黏弹性静—动力统一人工边界[J].中国科学(E辑),2005,35(9):966~980.
[12]吕西林著.复杂高层建筑结构抗震理论与应用[M].北京:科学出版社,2007,522~538.
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