边界条件对土石坝地震反应的影响研究
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摘要
土石坝地震反应分析中,需要对有限网格的边界条件进行处理,以反应实际地基在空间上的无限性。分别采用黏性边界和刚性边界,对土石坝进行了动力分析。结果表明:随着坝高增加,黏性边界对坝顶加速度反应影响逐渐增大;对于均质坝,考虑黏性边界计算的坝顶加速度反应约比刚性边界低10%～30%;对于实际双江口直心墙土石坝,考虑黏性边界计算的坝顶加速度反应约比刚性边界低30%～40%左右。
In order to simulate the infinite domain,a special boundary condition should be used in the dynamic analysis of rockfill dam with the finite element method.A series of dynamic analyses are performed in time domain by using viscous and rigid boundary respectively and compared with dynamic analysis results in frequency domain.The results show that,with the increase of the height of rockfill dam,the influence of viscous boundary become increasingly obvious.The acceleration of dam top calculated with viscous boundary is lower 10% ~20% than that with rigid boundary for homogeneous dam.For the Shuangjiangkou Clay Core Rockfill Dam,the acceleration of dam top calculated with viscous boundary is lower 30 % than that with rigid boundary.
In order to simulate the infinite domain,a special boundary condition should be used in the dynamic analysis of rockfill dam with the finite element method.A series of dynamic analyses are performed in time domain by using viscous and rigid boundary respectively and compared with dynamic analysis results in frequency domain.The results show that,with the increase of the height of rockfill dam,the influence of viscous boundary become increasingly obvious.The acceleration of dam top calculated with viscous boundary is lower 10% ~20% than that with rigid boundary for homogeneous dam.For the Shuangjiangkou Clay Core Rockfill Dam,the acceleration of dam top calculated with viscous boundary is lower 30 % than that with rigid boundary.
引文
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[15]刘汉龙,高玉峰,朱伟,等.边界条件对土层黏弹性地震反应的影响[J].岩土力学,2001,22(04):408-412.
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[18]孔宪京,娄树莲,邹德高.筑坝堆石料的等效动剪切模量与等效阻尼比[J].水利学报,2001(8):20-25.
[19]邹德高,孔宪京.Geotechnical Dynamic Nonlinear Analysis-GEODYNA使用说明[M].大连:大连理工大学土木水利学院工程抗震研究所,2003.
[20]双江口水电站心墙堆石坝粗粒土料动力特性试验研究报告[R].北京:中国水利水电科学研究院岩土工程研究所.
[2]CLAYTON R E B.Absorbing boundary conditions for acoustic and elastic wave equations[J].Bull.Seism.Soc.Amer.1977,(76):1529-1540.
[3]廖振鹏,黄孔亮,杨柏坡.暂态波透射边界[J].中国科学(A辑),1984,26(6):50-56.
[4]朱志辉,余志武,吴方伯,等.考虑衰减波特性的透射边界及其实现[J].湖南大学学报(自然科学版),2007,34(12):1-5.
[5]DEEKS A J R M F.Axisymmetric time-domain tran-smitting boundaries[J].Journal of Engineering Mech-anics,1994,120(1):25-42.
[6]刘晶波,吕彦东.结构-地基动力相互作用问题分析的一种直接方法[J].土木工程学报,1998,31(3):55-64.
[7]谷音,刘晶波,杜义欣.三维一致黏弹性人工边界及等效黏弹性边界单元[J].工程力学,2007,24(12):31-37.
[8]刘晶波,谷音,杜义欣.一致黏弹性人工边界及黏弹性边界单元[J].岩土工程学报,2006,28(09):1 070-1 075.
[9]刘晶波,王振宇,杜修力,等.波动问题中的三维黏弹性人工边界[J].工程力学,2005,22(06):46-51.
[10]贺向丽,李同春.黏-弹性人工边界在重力坝动力分析中的应用[J].水电能源科学,2006,24(01):30-32.
[11]刘云贺,张伯艳,陈厚群.拱坝地震输入模型中黏弹性边界与黏性边界的比较[J].水利学报,2006,37(6):758-763.
[12]杜修力,赵密.基于黏弹性边界的拱坝地震反应分析方法[J].水利学报,2006,37(9):1 063-1 069.
[13]刘光磊,宋二祥.饱和无限地基数值模拟的黏弹性传输边界[J].岩土工程学报,2006,28(12):2 128-2 133.
[14]王振宇,刘晶波.成层地基非线性波动问题人工边界与波动输入研究[J].岩石力学与工程学报,2004,23(07):1 169-1 173.
[15]刘汉龙,高玉峰,朱伟,等.边界条件对土层黏弹性地震反应的影响[J].岩土力学,2001,22(04):408-412.
[16]楼梦麟,林皋.黏弹性地基中人工边界的波动反射效应[J].水利学报,1986(06):20-30.
[17]窦兴旺,夏颂佑,许百立.人工边界法在土石坝动力分析中的应用[J].河海大学学报,2000,28(5):72-75.
[18]孔宪京,娄树莲,邹德高.筑坝堆石料的等效动剪切模量与等效阻尼比[J].水利学报,2001(8):20-25.
[19]邹德高,孔宪京.Geotechnical Dynamic Nonlinear Analysis-GEODYNA使用说明[M].大连:大连理工大学土木水利学院工程抗震研究所,2003.
[20]双江口水电站心墙堆石坝粗粒土料动力特性试验研究报告[R].北京:中国水利水电科学研究院岩土工程研究所.
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