高地震烈度区水电站地下厂房结构震损机理分析
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摘要
中国水电站多位于西南高地震区。针对地下厂房结构的震损机理问题,以距汶川8.0级地震震中最近的映秀湾水电站和渔子溪水电站为分析对象,对水电站建筑物进行了震后实地调查,建立了映秀湾水电站洞周围岩和厂房结构的整体有限元模型,采用波动场应力法,对地下厂房结构在震时的结构稳定性进行了计算分析。根据实地调查结论和数值计算成果,对地下厂房结构的震损机理进行分析。实地震损调查表明,地下结构的震损形式多为表层脱落和闭合裂缝,破坏程度要明显轻于地面建筑。数值计算所反映的震损规律与实际调查中得到的结论基本吻合,则可从数值分析的角度进一步研究震损机理,认为产生震损的外因是沿一定角度入射的地震波,内因是地下厂房结构空间分布的不均匀性,而地下厂房结构赋存于洞周岩体则是地下结构震损与地面建筑具有本质区别的原因。
The hydropower plants in China are mostly located in southwest region where the seismic intensity is high.Aiming at the issue of seismic damage mechanism of underground powerhouse,Yingxiuwan and Yuzixi hydropower plants which were nearest to the epicenter of Wenchuan M8.0 Earthquake were taken as the objects of analysis.Firstly,the post-earthquake in-situ investigation was conducted on the structures of the two hydropower plants.Then,the finite element mesh,which simulated both surrounding rock and powerhouse structures of Yingxiuwan plant,was established.The wave field method was employed to perform numerical calculation on the structural stability of underground caverns under seismic effect.Finally,based on the numerical results and in-situ investigation conclusions,the seismic damage mechanism of underground powerhouse structures was put forward.The in-situ investigation results showed that the seismic damages of underground structures were mostly surface shedding and closed cracks.The damage degree of underground structures was much smaller than that of ground structures.The seismic damage laws revealed by numerical calculation basically agreed with the investigation findings.This indicated that the seismic damage mechanism could be analyzed by using numerical results.It was therefore concluded that the incident angle of seismic wave was the external cause of seismic damage and the nonuniformity of spatial distribution of powerhouse concrete was the internal cause.The existence of rock mass surrounding the underground powerhouse accounted for the fundamental difference between underground and ground seismic damages.
The hydropower plants in China are mostly located in southwest region where the seismic intensity is high.Aiming at the issue of seismic damage mechanism of underground powerhouse,Yingxiuwan and Yuzixi hydropower plants which were nearest to the epicenter of Wenchuan M8.0 Earthquake were taken as the objects of analysis.Firstly,the post-earthquake in-situ investigation was conducted on the structures of the two hydropower plants.Then,the finite element mesh,which simulated both surrounding rock and powerhouse structures of Yingxiuwan plant,was established.The wave field method was employed to perform numerical calculation on the structural stability of underground caverns under seismic effect.Finally,based on the numerical results and in-situ investigation conclusions,the seismic damage mechanism of underground powerhouse structures was put forward.The in-situ investigation results showed that the seismic damages of underground structures were mostly surface shedding and closed cracks.The damage degree of underground structures was much smaller than that of ground structures.The seismic damage laws revealed by numerical calculation basically agreed with the investigation findings.This indicated that the seismic damage mechanism could be analyzed by using numerical results.It was therefore concluded that the incident angle of seismic wave was the external cause of seismic damage and the nonuniformity of spatial distribution of powerhouse concrete was the internal cause.The existence of rock mass surrounding the underground powerhouse accounted for the fundamental difference between underground and ground seismic damages.
引文
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[2]Chen Jing,Ma Zhenyue,Liu Zhiming,et al.Vibration anal-ysis of power house due to the pressure pulsation of hydro-turbine[J].Water Power,2004,30(5):24-27.[陈婧,马震岳,刘志明,等.水轮机压力脉动诱发厂房振动分析[J].水利发电,2004,30(5):24-27.]
[3]Zhang Yunliang,Ma Zhenyue,Wang Yang,et al.Effect ofcracks on dynamic characteristics of hydropower house[J].Journal of Hydraulic Engineering,2008,39(8):982-987.[张运良,马震岳,王洋,等.混凝土开裂对巨型水电站主厂房动力特性的影响[J].水利学报,2008,39(8):982-987.]
[4]Sui Bin,Zhu Weishen,Li Xiaojing,et al.Simulation on dy-namic response of large underground opening complex underseismic loads[J].Chinese Journal of Geotechnical Engi-neering,2008,30(12):1 877-1 882.[隋斌,朱维申,李晓静,等.地震荷载作用下大型地下洞室群的动态响应模拟[J].岩土工程学报,2008,30(12):1 877-1 882.]
[5]Xiao Ming.Analysis on stability of surrounding rock anddamage fracture of concrete lining for underground high pres-sure branch pipes[J].Journal of Wuhan University of Hydro-electric and Electronic Engineering,1995,28(6):594-599.[肖明.地下高压岔管洞室稳定及衬砌损伤开裂分析[J].武汉水利电力大学学报,1995,28(6):594-599.]
[6]Xiao Ming.3-D elastoplastic FEM analysis of implicit cylin-drical anchor bar element for underground opening[J].Chi-nese Journal of Geotechnical Engineering,1992,14(5):20-26.[肖明.地下洞室隐式锚杆柱单元的三维弹塑性有限元分析[J].岩土工程学报,1992,14(5):20-26.]
[7]Yu Yutai,Xiao Ming.Three dimensions elasto-plastic finiteelement analysis for the surrounding rock stability of large-scale underground openings[J].Chinese Journal of RockMechanics and Engineering,1987,6(1):47-56.[俞裕泰,肖明.大型地下洞室群围岩稳定三维弹塑性有限元分析[J].岩石力学与工程学报,1987,6(1):47-56.]
[8]曹善安.地下结构力学[M].大连:大连工学院出版社,1987:176-178.
[9]Ye Jianqing,Su Jingrong,Chen Hui.Predominant period ofthe Wenchuan Ms 8.0 earthquake motion[J].Journal ofSeismological Research,2008,31(Supp):498-504.[叶建庆,苏金蓉,陈慧.汶川8.0级地震动卓越周期分析[J].地震研究,2008,31(增):498-504.]
[10]GB50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2008.
[11]Li Xiaojun,Zhou Zhenghua,Huang Moh,et al.Preliminaryanalysis of strong-motion recordings from the Magnitude 8.0Wenchuan,China,earthquake of 12 May 2008[J].Seis-mological Research Letters,2008,79(6):844-854.
[12]DL 5073—2000水工建筑物抗震设计规范[S].北京:中国电力出版社,2006.
[13]Xie Heping,Deng Jianhui,Tai Jiajia,et al.Wenchuan largeearthquake and post-earthquake reconstruction-related geotech-nical problems[J].Chinese Journal of Rock Mechanics andEngineering[J],2008,27(9):1 781-1 791.[谢和平,邓建辉,台佳佳,等.汶川大地震灾害与灾区重建的岩土工程问题[J].岩石力学与工程学报,2008,27(9):1 781-1 791.]
[14]江见鲸,陆新征,叶列平.混凝土结构有限元分析[M].北京:清华大学出版社,2005:175-175.
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