框架结构与桩基刚度比的改变对水平地震响应的影响
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摘要
研究了框架结构与桩基刚度比改变对结构和桩基的水平地震响应的影响以及刚度比的合理取值区间。建立了桩-土-框架结构动力相互作用的三维整体有限元分析模型,分析了框架结构与桩基不同的刚度比对桩-土-框架结构水平地震响应的影响,绘制出桩基和框架结构的最大水平地震位移响应相对于刚度比的曲线,得到桩基和框架结构的最大水平地震位移响应相对于刚度比的变化规律。最后得到框架结构与桩基刚度比合理的取值区间为[0.15,0.24]的结论,同时指出存在最优刚度比。
The influence on horizontal seismic response from variable stiffness ratio between frame structure and piles and the reasonable range of the stiffness ratio value are studied.3D whole finite element analysis model of the pile-soil-frame structure dynamic interaction is established.The influence on the horizontal seismic response of the pile-soil-frame structure from variable stiffness ratio between the frame structure and the piles is analyzed.The curves of the piles and the frame structure maximal horizontal seismic response relative to stiffness ratio are plotted.The orders of the piles and the frame structures maximal horizontal seismic response relative to stiffness ratio are obtained.The reasonable range of the stiffness ratio value between frame structure and piles is [0.15,0.24] according to the orders,indicating the existence of the optimum of the stiffness ratio.
The influence on horizontal seismic response from variable stiffness ratio between frame structure and piles and the reasonable range of the stiffness ratio value are studied.3D whole finite element analysis model of the pile-soil-frame structure dynamic interaction is established.The influence on the horizontal seismic response of the pile-soil-frame structure from variable stiffness ratio between the frame structure and the piles is analyzed.The curves of the piles and the frame structure maximal horizontal seismic response relative to stiffness ratio are plotted.The orders of the piles and the frame structures maximal horizontal seismic response relative to stiffness ratio are obtained.The reasonable range of the stiffness ratio value between frame structure and piles is [0.15,0.24] according to the orders,indicating the existence of the optimum of the stiffness ratio.
引文
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[16]杨林德,杨超,季倩倩,等.地铁车站的振动台试验与地震响应的计算方法[J].同济大学学报:自然科学版,2003,31(10):1135-1140.
[2]钱德玲,赵元一,王东坡.桩-土-结构体系动力相互作用的试验研究[J].上海交通大学学报,2005,39(11):1856-1861.
[3]楼梦麟,宗刚,牛伟星,等.土-桩-钢结构-TLD系统振动台模型试验研究[J].地震工程与工程振动,2006,26(6):172-177.
[4]Cai Y X,Gould P L,Desai C S.Nonlinear analysis of 3Dseismic interaction of soil-pile-structure systems and application[J].Engineering Structures,2000,22:191-199.
[5]刘立平,李英民,韩军,等.桩-土动力相互作用对桩基变形特性和受力性能的影响[J].地震工程与工程振动,2006,26(3):235-237.
[6]熊辉,邹银生,许振宇.层状场域内桩-土-上部结构的整体动力有限元模拟[J].土木工程学报,2004,37(9):55-61.
[7]K櫣c櫣karslan S,Banerjee P K,Bildik N.Inelastic analysis ofpile soil structure interaction[J].Engineering Structures,2003,25:1231-1239.
[8]尹雄,杨宝玉.打桩振动环境效应的有限元-无限元耦合分析[J].岩土力学,1999,20(3):51-55.
[9]Hossein Tahghighi,Kazou Konagai.Numerical analysis ofnonlinear soil-pile group interaction under lateral loads[J].Soil Dynamics and Earthquake Engineering,2007,27:463-474.
[10]Maheshwari B K,Truman K Z,Naggar M H El,et al.Three-dimensional nonlinear analysis for seismic soil-pile-structure interaction[J].Soil Dynamics and EarthquakeEnginccring,2004,24:343-356.
[11]李永梅,孙国富,王松涛.上部结构刚度改变对桩-土-杆系结构动力相互作用的影响[J].工业建筑,2002,32(12):5-9.
[12]胡春林,高波,杨小卫.上部结构刚度改变对桩基地震反应的影响[J].工程力学,2007,24(5):145-150.
[13]刘书,刘晶波,方鄂华.动接触问题及其数值模拟的研究进展[J].工程力学,1999,16(6):14-28.
[14]Liu Jingbo,Du Yixin,Du Xiuli.3D viscous-springartificialboundary in time domain[J].Earthquake Engineering andEngineering Vibration,2006,5(1):94-102.
[15]廖振鹏.工程波动理论导论[M].北京:科学出版社,2002:141-187.
[16]杨林德,杨超,季倩倩,等.地铁车站的振动台试验与地震响应的计算方法[J].同济大学学报:自然科学版,2003,31(10):1135-1140.
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