水平地震力作用下钢板桩围堰体系动力响应数值分析
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摘要
目的针对水平地震力作用下钢板桩围堰体系的动力受力变形特性分别进行振型分解反应谱分析和动力时程分析,并将计算结果加以比较,为工程设计与实践提供参考依据.方法通过建立双排钢板桩围堰体系动力有限元数值模型,采用Lanczos特征值法提取围堰体系自然频率与振型,利用Newmark逐步积分方法求解考虑几何非线性的动力平衡方程.结果双排钢板桩围堰体系振动固有周期较小,围堰体系正向平动刚度较负向平动刚度要小;在水平地震力作用下,围堰体系地震水平位移响应在围堰上部靠近外侧区域最为显著;外侧钢板桩受力变形响应较内侧钢板桩更为显著.结论内、外侧钢板桩水平位移分布均随着高度的增大而增大.相反的,内、外侧钢板桩广义剪应力分布均随着高度的增大而减小.
Based on the computational FEM model of cofferdam system with steel sheet piles,numerical analyses with both response spectrum and step-by-step integration methods are conducted by using Lanczos eigenvalue extraction technique to obtain natural frequencies and modes.Dynamic equations are solved with Newmark implicit method considering geometric nonlinearity.Furthermore,results comparison between different methods are made and the conclusion may provide some reference for engineering practice and design.The computational results show that the natural frequency of cofferdam system is low and the horizontal translation stiffness of cofferdam in positive direction is higher than that in negative direction.Under seismic excitation,the displacement response of inner steel sheet is much more obvious than that of outer one.And the distribution of horizontal displacements in steel sheets presents the characteristics that the corresponding values increase with their heights in the cofferdam system.On the contrary,the deviatonic stresses of cofferdam decrease with the augments of height.
Based on the computational FEM model of cofferdam system with steel sheet piles,numerical analyses with both response spectrum and step-by-step integration methods are conducted by using Lanczos eigenvalue extraction technique to obtain natural frequencies and modes.Dynamic equations are solved with Newmark implicit method considering geometric nonlinearity.Furthermore,results comparison between different methods are made and the conclusion may provide some reference for engineering practice and design.The computational results show that the natural frequency of cofferdam system is low and the horizontal translation stiffness of cofferdam in positive direction is higher than that in negative direction.Under seismic excitation,the displacement response of inner steel sheet is much more obvious than that of outer one.And the distribution of horizontal displacements in steel sheets presents the characteristics that the corresponding values increase with their heights in the cofferdam system.On the contrary,the deviatonic stresses of cofferdam decrease with the augments of height.
引文
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[2]聂栓林,苗中海,曾锡庭.软土地基中钢板桩挡土墙偏移原因[J].港工技术,1999,11:43-44.
[3]包承纲,钱胜国,马时冬,等.三峡二期围堰下淤砂层的动力特性及有关工程问题的研究[J].岩土工程学报,2000,22(4):402-407.
[4]Gui M W,Han K K.An investigation on a faileddouble-wall cofferdam during construction[J].En-gineering Failure Analysis,2009,16(1):421-432.
[5]Benmebarek N,Benmebarek S,Kastner R.Numericalstudies of seepage failure of sand within a cofferdam[J].Computers and Geotechnics,2005,32(4):264-273.
[6]吴颉尔,戴华.用正则化Lanczos迭代法进行模型修正[J].振动与冲击,2008,27(10):65-69.
[7]徐涛,程飞,于澜,等.基于预条件Lanczos算法的结构拓扑修改静态重分析方法[J].吉林工业大学学报,2005,37(5):1214-1219.
[8]Ahmadian H,Mottershead J E,Friswell M I.Regular-ization methods for finite element model updating[J].Mechanical Systems and Signal Processing,1998,12(1):47-64.
[9]宫玉才,周洪伟,陈璞,等.快速子空间迭代法、迭代Ritz向量法与迭代Lanczos法的比较[J].振动工程学报,2005,18(2):227-232.
[10]Gwinner J,Brosowski B.A penalty approximationfor an unilateral contact problem in non-linear elas-ticity[J].Mathematical Methods in the Applied Sci-ences,1989,11(4):447-458.
[11]易伟建,马文丽,刘光栋.土-结构动力相互作用的振型分解法[J].湖南大学学报,2004,31(3):68-71.
[12]李录贤,国松直,王爱琴.无限元方法与应用[J].力学进展,2007,37(2):161-174.
[13]谢洪阳,龚文惠,王元汉.粘弹性三维点辐射无限元[J].华中科技大学学报,2007,35(4):110-112.
[14]张建辉,邓安福,何水源.三维无限元的映射函数[J].岩石力学与工程学报,2000,19(1):97-100.
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