混凝土重力坝全坝段三维动力分析
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摘要
混凝土重力坝抗震分析多针对典型坝段采用二维模型进行。但对于较窄河谷、地震烈度较高等情况,坝段间的动力相互作用对重力坝的地震影响不可忽视。本文采用全坝段三维有限元模型、计入地基辐射阻尼、坝段间动态接触等影响混凝土重力坝地震响应的关键因素,研究分析高烈度区混凝土重力坝地震响应,并与坝段三维模型、无质量地基模型、无横缝整体坝模型的分析结果进行对比,揭示各种因素对混凝土重力坝地震响应的影响,并提出提高坝体抗震能力的工程措施。
Seismic analyses of concrete gravity dams are usually idealized as two-dimensional structures.For gravity dams built in narrow valleys or on sites of high seismicity,however,interaction between adjacent dam blocks may influence their seismic responses significantly.In this paper,a three-dimensional full-dam FEM model are adopted to analyze the seismic responses of a concrete gravity dam,with consideration of the dynamic interaction between dam-foundation,dam-water,energy radiation and dynamic contact of monoliths,etc.Comparison are made between the numerical results of single-monolith model,massless-foundation full-dam model and full-dam model with or without contraction joints.The influences of various factors are discussed and engineering measures for improvement of aseismic ability of gravity dams are suggested.
Seismic analyses of concrete gravity dams are usually idealized as two-dimensional structures.For gravity dams built in narrow valleys or on sites of high seismicity,however,interaction between adjacent dam blocks may influence their seismic responses significantly.In this paper,a three-dimensional full-dam FEM model are adopted to analyze the seismic responses of a concrete gravity dam,with consideration of the dynamic interaction between dam-foundation,dam-water,energy radiation and dynamic contact of monoliths,etc.Comparison are made between the numerical results of single-monolith model,massless-foundation full-dam model and full-dam model with or without contraction joints.The influences of various factors are discussed and engineering measures for improvement of aseismic ability of gravity dams are suggested.
引文
[1]潘家铮,重力坝设计[M].北京:水利电力出版社,1987.PAN Jiazheng.Design of Gravity Dams[M].Beijing:China Water&Power Press,1987.(in Chinese)
[2]水工建筑物抗震设计规范(DL5073-2000)[S].2000.Specifications for seismic design of hydraulic structures(DL5073-2000)[S].(in Chinese)
[3]张顺福,王海波.等效黏性边界单元及黏性边界波动输入方法[J].水利学报,2008,39(10):1248～1255.ZHANG Shunfu,WANG Haibo.Equivalent viscous boundary elements and the method of wave input for viscous boundary[J].Journal of Hydraulic Engineering,2008,39(10):1248～1255.(in Chinese)
[4]Haibo Wang.Seismic stability of detached concrete block of concrete gravity dam[C].//The14th world conference on earthquakeengineering.2008.
[5]杨会臣,王海波.混凝土重力坝极限抗震能力研究[J].水力发电学报,2009,28(5):134～139.YANG Huichen,WANG Haibo.Preliminary study on the ultimate seismic capacity of concrete gravity dams[J].Journal ofHydroelectric Engineering,2009,28(5):134～139.(in Chinese)
[2]水工建筑物抗震设计规范(DL5073-2000)[S].2000.Specifications for seismic design of hydraulic structures(DL5073-2000)[S].(in Chinese)
[3]张顺福,王海波.等效黏性边界单元及黏性边界波动输入方法[J].水利学报,2008,39(10):1248～1255.ZHANG Shunfu,WANG Haibo.Equivalent viscous boundary elements and the method of wave input for viscous boundary[J].Journal of Hydraulic Engineering,2008,39(10):1248～1255.(in Chinese)
[4]Haibo Wang.Seismic stability of detached concrete block of concrete gravity dam[C].//The14th world conference on earthquakeengineering.2008.
[5]杨会臣,王海波.混凝土重力坝极限抗震能力研究[J].水力发电学报,2009,28(5):134～139.YANG Huichen,WANG Haibo.Preliminary study on the ultimate seismic capacity of concrete gravity dams[J].Journal ofHydroelectric Engineering,2009,28(5):134～139.(in Chinese)
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