亭子口重力坝表孔坝段地震动力响应分析
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摘要
亭子口重力坝坝基岩层近于水平,分布有各类软弱夹层。为科学评价其坝体结构抗震安全性与地震动力抗滑稳定性,采用黏弹性人工边界模拟地基辐射阻尼效应,以有厚度接触单元模拟坝基软弱夹层,对亭子口重力坝的表孔坝段进行了三维有限元时程动力分析。计算结果表明,在水工抗震规范谱人工地震波作用下,大坝上下游表面产生了明显的动应力响应,但动静叠加后,坝体竖直向在地震过程中没有出现拉应力;以泥化夹层JS2-1-2为底滑面的滑动模式为大坝深层动力抗滑稳定的控制工况,设置齿槽后大坝动力深层抗滑稳定性显著提高,大坝在地震过程中不会发生整体失稳。
The rock stratums in the foundation of Tingzikou gravity dam are nearly horizontal laid,and contains various weak layers.In order to evaluate the structure seismic safety and seismic anti-sliding stability of the dam,the viscoelastic artificial boundaries are used to simulate the effect of radiation damping and the thin-layer contact elements are adopted to simulate the weak layers.The three dimensional seismic time-history FEM analysis is applied to the surface hole dam section.The results show that,under the earthquake wave generated from the target spectrum of the hydraulic structure codes,the surface of the dam has obvious dynamic response.But after the superposing of the static and dynamic response,the dam body is nearly compressed in the vertical direction during the earthquake.And the sliding mode with the siltized intercalation JS2-1-2 as bottom sliding surface is the control sliding mode of the dam.When the alveolus is set at the foundation,the seismic deep anti-sliding stability is obviously improved,and whole instability will not occurred during an earthquake.
The rock stratums in the foundation of Tingzikou gravity dam are nearly horizontal laid,and contains various weak layers.In order to evaluate the structure seismic safety and seismic anti-sliding stability of the dam,the viscoelastic artificial boundaries are used to simulate the effect of radiation damping and the thin-layer contact elements are adopted to simulate the weak layers.The three dimensional seismic time-history FEM analysis is applied to the surface hole dam section.The results show that,under the earthquake wave generated from the target spectrum of the hydraulic structure codes,the surface of the dam has obvious dynamic response.But after the superposing of the static and dynamic response,the dam body is nearly compressed in the vertical direction during the earthquake.And the sliding mode with the siltized intercalation JS2-1-2 as bottom sliding surface is the control sliding mode of the dam.When the alveolus is set at the foundation,the seismic deep anti-sliding stability is obviously improved,and whole instability will not occurred during an earthquake.
引文
[1]雷长海,曾令华,职承杰,等.亭子口重力坝深层抗滑稳定分析及基础处理[J].人民长江,2009,40(23):23-24,27.
[2]陈厚群.坝址地震动输入机制探讨[J].水利学报,2006,37(12):1417-1423.
[3]杜修力,赵密,王进廷.近场波动模拟的人工应力边界条件[J].力学学报,2006,38(1).
[4]Bandis S C,Lumsden A C,Barton N R.Fundamentals of rock jointdeformation[J].International Journal of Rock Mechanics and MiningSciences,1983,20(6):249-268.
[5]Clough G W,Duncan J M.Finite element analysis of retaining wallbehavior[J].Journal of Soil Mechanics and Foundation EngineeringDivision,ASCE,1971,97(12):1657-1673.
[6]万彪,何蕴龙,熊堃.有厚度节理单元开发与应用[J].水电能源科学,2008,26(4):63-66.
[7]熊堃,何蕴龙,曹学兴.观音岩水电站混合坝插入式接头抗震性能研究[J].天津大学学报,2010,43(7):583-592.
[8]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):1063-1069.
[9]中华人民共和国水利部.SL319-2005混凝土重力坝设计规范[S].北京:中国水利水电出版社,2005.
[2]陈厚群.坝址地震动输入机制探讨[J].水利学报,2006,37(12):1417-1423.
[3]杜修力,赵密,王进廷.近场波动模拟的人工应力边界条件[J].力学学报,2006,38(1).
[4]Bandis S C,Lumsden A C,Barton N R.Fundamentals of rock jointdeformation[J].International Journal of Rock Mechanics and MiningSciences,1983,20(6):249-268.
[5]Clough G W,Duncan J M.Finite element analysis of retaining wallbehavior[J].Journal of Soil Mechanics and Foundation EngineeringDivision,ASCE,1971,97(12):1657-1673.
[6]万彪,何蕴龙,熊堃.有厚度节理单元开发与应用[J].水电能源科学,2008,26(4):63-66.
[7]熊堃,何蕴龙,曹学兴.观音岩水电站混合坝插入式接头抗震性能研究[J].天津大学学报,2010,43(7):583-592.
[8]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):1063-1069.
[9]中华人民共和国水利部.SL319-2005混凝土重力坝设计规范[S].北京:中国水利水电出版社,2005.
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