基于拟静力法的地下洞室群地震响应分析
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摘要
以白鹤滩水电站地下厂房洞室群为研究背景,通过有限元程序Phase2建立13号机组剖面数值分析模型,基于弹塑性本构关系,采用拟静力法研究了在不同地震加速度作用下洞室群的变形及应力变化特征。结果表明:在不同地震输入方向下,洞周各关键点的位移、应力及洞室边墙相对位移变化不同,在-0.34 g的地震加速度作用下,尾调室顶拱的位移及上下游边墙的相对位移分别达到34.5 cm、12.2 cm,在0.34 g的地震加速度作用下,尾调室顶拱出现了较大的应力集中,其中最大主应力增加了12.8 MPa,会对尾调室的稳定性产生不利影响。
The two-dimensional simulation model of underground cavern group of Baihetan Hydroelectric Station is established by the finite element software of Phase2.The deformation and stress fields of underground cavern group under different seismic accelerations are simulated by the quasi-static method.The results show that the displacements,stress of key points around caverns and relative displacements of side wall of the cavern differ under different seismic input direction.Under-0.34 g accelerations,the displacement of top arch of tailrace surge chamber is 34.5cm,and the relative displacement between two walls is 12.2cm.Under 0.34g acceleration,the stress concentration occurs in top arch of tailrace surge chamber,with 12.8MPa increase in max stress,which has adverse effect on stability of tailrace surge chamber.
The two-dimensional simulation model of underground cavern group of Baihetan Hydroelectric Station is established by the finite element software of Phase2.The deformation and stress fields of underground cavern group under different seismic accelerations are simulated by the quasi-static method.The results show that the displacements,stress of key points around caverns and relative displacements of side wall of the cavern differ under different seismic input direction.Under-0.34 g accelerations,the displacement of top arch of tailrace surge chamber is 34.5cm,and the relative displacement between two walls is 12.2cm.Under 0.34g acceleration,the stress concentration occurs in top arch of tailrace surge chamber,with 12.8MPa increase in max stress,which has adverse effect on stability of tailrace surge chamber.
引文
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[3]左双英,肖明.映秀湾水电站大型地下洞室群三维非线性损伤地震响应数值分析[J].水力发电学报,2009,28(5):127-133.(Zuo Shuangyin,Xiao Ming.3D numerical analysis on nonlinear damage seismic re-sponse of large underground caverns of Yingxiuwan hy-dropower station[J].Journal of Hydroelectric Engi-neering,2009,28(5):127-133.(in Chinese))
[4]中华人民共和国水利部.水工建筑物抗震设计规范(SL203-97)[S].北京:水利水电出版社,1998.(Ministry of Water Resource of the People’s Republicof China.Specifications for seismic design of hydraulicstructures[S].Beijing:China Water Power Press,1998.(in Chinese))
[5]张楚汉.水利水电工程科学前沿[M].北京:清华大学出版社,2002.(Zhang Chuhan.Scientific advancein hydraulic and hydroelectric engineering[M].Bei-jing:Tsinghua University Press,2002.(in Chinese))
[6]贺少辉.地下工程[M].北京:清华大学出版社,2006.(He Shaohui.Underground engineering[M].Beijing:Tsinghua University Press,2006.(in Chi-nese))
[7]中国水电顾问集团华东勘测设计研究院.金沙江白鹤滩水电站可行性研究选坝阶段柱状节理玄武岩专题研究工程地质报告[R].杭州:华东勘测设计研究院,2006.(HydroChina Huadong EngineeringCorporation.Geological report on columnar jointed ba-salt of Baihetan hydroelectric station under feasibilitystudy[R].Hangzhou:HydroChina Huadong Engineer-ing Corporation,2006.(in Chinese))
[8]殷有泉.非线性有限元基础[M].北京:北京大学出版社,2007.(Yin Youquan.Fundamental of non-line-ar finite element[M].Beijing:Peking UniversityPress,2007.(in Chinese))
[9]梅松华,盛谦,邓建辉.龙滩水电站地下厂房洞室群围岩变形与稳定性的二维弹塑性分析[J].河北大学学报(自然科学版),2004,24(4):357-361.(MeiSonghua,Sheng Qian,Deng Jianhui.2-D elasto-plas-tic analysis on deformation and stability of rock mass inpowerhouse area of Longtan hydropower station[J].Journal of Hebei University(Natural Science Edition),2004,24(4):357-361.(in Chinese))
[10]李小军,卢滔.水电站地下厂房洞室群地震反应显式有限元分析[J].水力发电学报,2009,28(5):41-46.(Li Xiaojun,Lu Tao.Explicit finite element a-nalysis of earthquake response for underground cavernsof hydropower stations[J].Journal of HydroelectricEngineering,2009,28(5):41-46.(in Chinese))
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