水电站厂房三面墙体式安装间段的自振特性及地震反应特点
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摘要
在厂房端部的厂房安装间段,由上、下游墙体和端部山墙组成槽形平面,顺河方向轴不对称,地震作用下会发生显著的扭转振动。其自振特性及地震反应特点与仅有上、下游墙体的中间厂房段明显不同。以某待建水电站厂房设计方案为例,探讨由三面墙体支撑的网架屋盖体系的水电厂房结构的自振特性及地震反应特点,建立了有限元计算模型,对三面墙体结构的自振特性及动态分布系数进行了全面的分析;同时通过时程分析法进行了验证。结果表明,上、下游墙体的动态分布系数在横河方向分布不均匀,顶部远离山墙的一侧有明显的鞭梢效应。
The erection bay section at the end of powerhouse is a groove plane consisted of upstream & downstream walls and mountain wall,there is no symmetric axis in the river direction,and remarkable twist and vibration will occur under seismic action.The self vibration and seismic reaction features of this section are very different from those of the middle powerhouse section consisted of only upstream and downstream walls.Taking the powerhouse design alternative of a planned hydropower project for example,this paper describes the self vibration and seismic reaction features of the powerhouse structure supported by the 3-side wall with grid roof system,analyzes the self vibration features and dynamic distribution coefficient of the 3-side wall structure by establishing finite element calculation model,and verifies them by the method of time history analysis.The results show that the dynamic distribution coefficients of the upstream and downstream walls are uneven in horizontal river direction,and the roof side far from the mountain wall shows obvious whiplash effect.
The erection bay section at the end of powerhouse is a groove plane consisted of upstream & downstream walls and mountain wall,there is no symmetric axis in the river direction,and remarkable twist and vibration will occur under seismic action.The self vibration and seismic reaction features of this section are very different from those of the middle powerhouse section consisted of only upstream and downstream walls.Taking the powerhouse design alternative of a planned hydropower project for example,this paper describes the self vibration and seismic reaction features of the powerhouse structure supported by the 3-side wall with grid roof system,analyzes the self vibration features and dynamic distribution coefficient of the 3-side wall structure by establishing finite element calculation model,and verifies them by the method of time history analysis.The results show that the dynamic distribution coefficients of the upstream and downstream walls are uneven in horizontal river direction,and the roof side far from the mountain wall shows obvious whiplash effect.
引文
[1]SL226—2001,水电站厂房设计规范[S].北京:中国水利水电出版社,2001.
[2]DL5073—2000,水工建筑物抗震设计规范[S].北京:中国电力出版社,2001.
[3]R.W.克拉夫J.彭津,著.王光远,等译.结构动力学[M].北京:科学出版社,1981.
[4]SDJ 10—78,水工建筑物抗震设计规范(试行)[S].北京:电力工业出版社,1981.
[5]N.N.戈里坚布拉特.水工道路与特种结构抗震设计[M].北京:地震出版社,1981:1-12,25-71.
[6]中国水利水电科学研究院抗震所.赛格水电站地震安全性评价报告[R].北京:中国水利水电科学研究院抗震所,2006.
[7]欧阳金惠,陈厚群,张超然,李德玉.三峡电站15号机组厂房结构动力分析[J].中国水利水电科学研究院学报,2007,05(2):137-142.
[8]刘云贺,宋兴君,李守义.溢流式水电站厂房结构动力特性研究[J].水力发电学报,2007,26(3):39-43.
[9]李锦成,于丽伟.河床式水电站厂房荷载分布规律研究[J].中国农村水利水电,2007,(3):75-78.
[2]DL5073—2000,水工建筑物抗震设计规范[S].北京:中国电力出版社,2001.
[3]R.W.克拉夫J.彭津,著.王光远,等译.结构动力学[M].北京:科学出版社,1981.
[4]SDJ 10—78,水工建筑物抗震设计规范(试行)[S].北京:电力工业出版社,1981.
[5]N.N.戈里坚布拉特.水工道路与特种结构抗震设计[M].北京:地震出版社,1981:1-12,25-71.
[6]中国水利水电科学研究院抗震所.赛格水电站地震安全性评价报告[R].北京:中国水利水电科学研究院抗震所,2006.
[7]欧阳金惠,陈厚群,张超然,李德玉.三峡电站15号机组厂房结构动力分析[J].中国水利水电科学研究院学报,2007,05(2):137-142.
[8]刘云贺,宋兴君,李守义.溢流式水电站厂房结构动力特性研究[J].水力发电学报,2007,26(3):39-43.
[9]李锦成,于丽伟.河床式水电站厂房荷载分布规律研究[J].中国农村水利水电,2007,(3):75-78.
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