金沙江下游梯级水电站抗震安全分析
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摘要
2008年5月12日四川汶川发生特大地震,四川省内大中型水电工程均经受住了超标准地震的考验,仅位于震中地区的水电工程不同程度地受到了损坏。根据流域水电开发规划,金沙江下游拟开发建设乌东德、白鹤滩、溪洛度和向家坝四座大型水电站,目前溪洛渡和向家坝水电站已开工建设,乌东德和白鹤滩水电站正处于可行性研究阶段。通过对区域地质背景、工程近场区断层活动性、历史地震活动及坝址区地震危险性分析,认为金沙江下游四座梯级水电站所选定的坝址区域均处于一个地质相对稳定地块,且避开了区域主干断裂和活动断层。通过采用拱梁分载法和有限元分析等方法对拱坝进行静、动力结构计算以及采用刚体极限平衡法对拱坝坝肩进行稳定分析,计算结果表明大坝抗震安全满足国家和行业有关规程规范要求,且具有较高的安全裕度。
During the Wenchuan huge earthquake in Sichuan on 12 May 2008,all of the big and middle type of hydroelectric projects run well except that some in the epicenter were partly destroyed to some extend.According to the river development plan of hydro power,four huge hydro powerstations will be built on the lower Jinsha river including Wudongde,Baihetan,Xiluodu and Xiangjiaba hydroelectric powerstations.Up to now,the constructions of Xiluodu and Xiangjiaba powerstations have started,and Wudongde and Baihetan powerstations are in the phase of the feasibility study.The analysis of the region geology background,the activity of faults close to the dam site,history earthquake in the region,and the earthquake harzad,showed that all of the four powerstations stand on the relatively stable block and the region main fractures and activity faults are avoided.What's more,the static and seismic calculations for arch dam structure by the trial load method and elastic finite analysis,and the stability analysis for arch shoulders by the rigid body limit equilibrium method,showed that the aseismatic safety of the dams meet the requirements of the Chinese specifications and codes.
During the Wenchuan huge earthquake in Sichuan on 12 May 2008,all of the big and middle type of hydroelectric projects run well except that some in the epicenter were partly destroyed to some extend.According to the river development plan of hydro power,four huge hydro powerstations will be built on the lower Jinsha river including Wudongde,Baihetan,Xiluodu and Xiangjiaba hydroelectric powerstations.Up to now,the constructions of Xiluodu and Xiangjiaba powerstations have started,and Wudongde and Baihetan powerstations are in the phase of the feasibility study.The analysis of the region geology background,the activity of faults close to the dam site,history earthquake in the region,and the earthquake harzad,showed that all of the four powerstations stand on the relatively stable block and the region main fractures and activity faults are avoided.What's more,the static and seismic calculations for arch dam structure by the trial load method and elastic finite analysis,and the stability analysis for arch shoulders by the rigid body limit equilibrium method,showed that the aseismatic safety of the dams meet the requirements of the Chinese specifications and codes.
引文
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[2]潘家铮.中国大坝50年[M].北京:中国水利水电出版社,2000:723-790.
[3]Chen Houqun.Reviewand prospect of seismic study on con-crete hydraulic structures[J].Journal of China Institute ofWater Resources and Hydropower Research,2008,6(04):1-5.[陈厚群.水工混凝土结构抗震研究进展的回顾和展望[J].中国水利水电科学研究院学报,2008,6(04):1-5.]
[4]Wei Bowen,Xu Zhenkai,Wang Xianzhi.Anelysis of apply-ing multi-layer aseismic reinforcement in concrete gravitydam[J].Journal of Nanchang University:Engineering andTechnology,2008,30(03):268-270.[魏博文,徐镇凯,王显治.混凝土重力坝抗震钢筋多层布置效果分析[J].南昌大学学报:工科版,2008,30(03):268-270.]
[5]汝乃华,姜忠胜.大坝事故与安全.拱坝[M].北京:中国水利电力出版社,1995:113-120.
[6]Tian Xiaohong,Jiang Feng.Application of ANSYS in anti-earthquake analysis on hydraulic structure[J].Shangxi Ar-chitecture,2008,34(26):109-110.[田小红,姜峰.AN-SYS在水工结构抗震性能分析中的应用[J].山西建筑,2008,34(26):109-110.]
[7]Lee J,Fenves G L.Plastic-damage concrete model for earth-quake analysis of dams[J].Earthquake Engineering andStructural Dynamics,1998,27(9):937-956.
[8]National Concrete Masonry Association.Cracking of concretemembers in direct tension[R].Report No.ACl224.2R-92,Farmington Hills,Michigan:American Concrete Institu-te,1992:1-12.
[9]Lowes L N,Moehle J P,Govindjec S.Concrete-steel bondmodel for user in finite element modeling of reinforced con-crete structures[J].ACI Structural Journal,2004,101(4):501-511.
[10]Zhang C,Xu Y,Wang G,et al.Non-linear seismie responseof arch dams with contraction joint opening and joint rein-forcements[J].Earthquake Engineering and Structural Dy-namics,2000,29(10):1547-1566.
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