基于振型叠加的高土石坝抗震稳定有限元法及其应用
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摘要
为反映高土石坝地震反应加速度分布的特点,基于振型叠加方法提出了一种应用于高土石坝抗震稳定分析的有限元方法,首先对大坝进行振型分析,基于振型叠加方法得到作用于单元节点上的等效拟静力地震荷载,再用强度折减弹塑性有限元法计算获得大坝抗震稳定安全系数。通过对典型高心墙土石坝的抗震稳定分析,验证了该方法的可行性与合理性,所确定的坝体地震惯性力分布特征为"鞭梢效应"有所增加,且坝体材料特性影响地震加速度分布。
In order to reflect the properties of the seismic acceleration response distribution of the high earth-rock dam,a new finite element method based on mode superposition is proposed.The method can be used to study the seismic stability of the high earth-rock dam.Firstly,modal analysis is carried out on the dam,and the equivalent pseudo-static seismic load applied to the element nodes is gained by using the modal superposition method.And then,the dam seismic stability safety factor is obtained by calculating with strength reduction elastic-plastic finite element method.Based on the seismic stability analysis of the typical high core earth-rock dam,it verifies the feasibility and rationality of the method.The characteristic of the dam earthquake inertia force distribution is "Whip Ending Effect".At the same time,the material properties of the dam have impact on the seismic acceleration distribution.
In order to reflect the properties of the seismic acceleration response distribution of the high earth-rock dam,a new finite element method based on mode superposition is proposed.The method can be used to study the seismic stability of the high earth-rock dam.Firstly,modal analysis is carried out on the dam,and the equivalent pseudo-static seismic load applied to the element nodes is gained by using the modal superposition method.And then,the dam seismic stability safety factor is obtained by calculating with strength reduction elastic-plastic finite element method.Based on the seismic stability analysis of the typical high core earth-rock dam,it verifies the feasibility and rationality of the method.The characteristic of the dam earthquake inertia force distribution is "Whip Ending Effect".At the same time,the material properties of the dam have impact on the seismic acceleration distribution.
引文
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[2]Cristiano M,Sunil S.Seismic Coefficients for Pseu-do-static Slope Analysis[A].13th World Conferenceon Earthquake Engineering[C].Canada:Vancouver,2004:3 691-3 696.
[3]中国水利水电科学研究院,电力工业部昆明勘测设计研究院,电力工业部西北勘测设计研究院,等.水工建筑物抗震设计规范(DL5073-2000)[S].北京:中国电力出版社,2000.
[4]张锐,迟世春,林皋,等.地震加速度动态分布及对高土石坝坝坡抗震稳定的影响[J].岩土力学,2008,29(4):1 072-1 076.
[5]顾淦臣.土石坝地震工程[M].南京:河海大学出版社,1989.
[6]陈立宏,陈祖煜.堆石非线性强度特性对高土石坝稳定性的影响[J].岩土力学,2007,28(9):1807-1 810.
[7]Duncan J M,Byrne P M,Wong K S.StrengthStress-strain and Bulk Modulus Parameters for Fi-nite Element-analysis of Stress and Movements inSoil Masses[R].Berkeley:Report.No.VCB/GT/78-02Berkeley University of California,1978.
[8]赵尚毅,郑颖人,张玉芳.极限分析有限元法讲座——Ⅱ有限元强度折减法中边坡失稳的判据探讨[J].岩土力学,2005,26(2):332-336.
[9]刘金龙,栾茂田,赵少飞,等.关于强度折减有限元方法中边坡失稳判据的讨论[J].岩土力学,2005,26(8):1 345-1 348.
[10]邹德高,周扬,孔宪京,等.高土石坝加速度响应的三维有限元研究[J].岩土力学,2011,32(S1):656-661.
[2]Cristiano M,Sunil S.Seismic Coefficients for Pseu-do-static Slope Analysis[A].13th World Conferenceon Earthquake Engineering[C].Canada:Vancouver,2004:3 691-3 696.
[3]中国水利水电科学研究院,电力工业部昆明勘测设计研究院,电力工业部西北勘测设计研究院,等.水工建筑物抗震设计规范(DL5073-2000)[S].北京:中国电力出版社,2000.
[4]张锐,迟世春,林皋,等.地震加速度动态分布及对高土石坝坝坡抗震稳定的影响[J].岩土力学,2008,29(4):1 072-1 076.
[5]顾淦臣.土石坝地震工程[M].南京:河海大学出版社,1989.
[6]陈立宏,陈祖煜.堆石非线性强度特性对高土石坝稳定性的影响[J].岩土力学,2007,28(9):1807-1 810.
[7]Duncan J M,Byrne P M,Wong K S.StrengthStress-strain and Bulk Modulus Parameters for Fi-nite Element-analysis of Stress and Movements inSoil Masses[R].Berkeley:Report.No.VCB/GT/78-02Berkeley University of California,1978.
[8]赵尚毅,郑颖人,张玉芳.极限分析有限元法讲座——Ⅱ有限元强度折减法中边坡失稳的判据探讨[J].岩土力学,2005,26(2):332-336.
[9]刘金龙,栾茂田,赵少飞,等.关于强度折减有限元方法中边坡失稳判据的讨论[J].岩土力学,2005,26(8):1 345-1 348.
[10]邹德高,周扬,孔宪京,等.高土石坝加速度响应的三维有限元研究[J].岩土力学,2011,32(S1):656-661.
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