核电站防波堤地震动力响应及破坏机理分析
|
摘要
结合某核电站防波堤,应用动力弹塑性分析方法,考虑结构间的动态接触作用,分析了防波堤的地震响应特性和破坏机理。通过研究双向地震作用下结构的位移响应、残余变形及塑性剪切应变等,给出了地震过程中防波堤的破坏形式,说明了竖直向地震动输入对防波堤震后沉降影响显著,并重点分析了挡浪墙最大位移响应及震后残余变形。同时分析了地震动卓越频率、地震动峰值及护坡长度参数变化对防波堤地震响应的影响规律,研究结果为防波堤设计、安全评价和抗震措施研究提供了理论基础。
Based on the dynamic elasto-plastic analysis method,the seismic response and failure mechanism of a breakwater of a nuclear power plant under earthquakes were analyzed. The failure mechanism was investigated through studying the plastic shear strain,the permanent deformation and the displacement response considering the seismic wave input of one-direction and two-direction during earthquakes. The main concerned aspects were the maximum displacement response and the permanent deformation of the wave barrier. The results showed that the vertical seismic input has obvious impact on the declination of the breakwater; at the same time,the influences of the length of the slope protection,the ground motion peak and the remarkable frequency on the failure modes of the breakwater are systematically analyzed. The results provided a theoretical basis for design of a breakwater,its safety assessment and the choice of aseismic measures.
Based on the dynamic elasto-plastic analysis method,the seismic response and failure mechanism of a breakwater of a nuclear power plant under earthquakes were analyzed. The failure mechanism was investigated through studying the plastic shear strain,the permanent deformation and the displacement response considering the seismic wave input of one-direction and two-direction during earthquakes. The main concerned aspects were the maximum displacement response and the permanent deformation of the wave barrier. The results showed that the vertical seismic input has obvious impact on the declination of the breakwater; at the same time,the influences of the length of the slope protection,the ground motion peak and the remarkable frequency on the failure modes of the breakwater are systematically analyzed. The results provided a theoretical basis for design of a breakwater,its safety assessment and the choice of aseismic measures.
引文
[1]李炎保,蒋学炼,刘任.防波堤损坏特点与其成因的关系[J].海洋工程,2006,24(2):130-138.LI Yan-bao,JIANG Xue-lian,LIU Ren.Discussion on the relationship between characteristics and the reasons of breakwater failures[J].The Ocean Engineering,2006,24(2):130-138.
[2]刘立平.防波堤的震损机理与抗震设防[J].水运工程,1992,2:12-15.LIU Li-ping.Failure mechanism and anti-seismic measures of breakwater[J].Port and Water Engineering,1992,2:12-15.
[3]Kramer S L.Geotechnical earthquake engineering[M].Upper Saddle River,New Jersey:Prentice Hall,1996.
[4]Wang X,Wang LB.Dynamic analysis of a water-soil-pore water coupling system[J].Comput Struct,2007,85(11-14):1020-1031.
[5]Yuksel Y,Cetin K O,Ozguven O,et al.Seismic response of a rubble mound breakwater in Turkey[J].Proceedings of the Institution of Civil Engineers(Martime Engineering,2004,157(4):151-161.
[6]Cihan K,Yuksel Y.Deformation of rubble-mound breakwaters under cyclic loads[J].Coastal Engineering,2011,58:528-539.
[7]刘晶波,李彬.三维黏弹性静-动力统一人工边界[J].中国科学(E辑),2005,35(9):966-980.LIU Jing-bo,LI Bin.A unified viscous-spring artificial boundary for 3-D static and dynamic applications[J].Science in China(Series E),2005,35(9):966-980.
[8]邓楚键,何国杰,郑颖人.基于M-C准则的D-P系列准则在岩土工程中的应用研究[J].岩土工程学报,2006,28(6):735-739.DENG Chu-jian,HE Guo-jie,ZHENG Ying-ren.Studies on Durcker-Prager yield criterions based on M-C yield criterion and application in geotechnical engineering[J].Chinese Journal of Geotechnical Engineering,2006,28(6):735-739.
[9]Dickenson S E,Yang D S.Seismically-induced deformations of caisson retaining walls in improved soils[J].Proc Geotechnol Earthquake Eng Soil Dyn,1998,75(2):1071-1082.
[10]Alyami M,Wilkinson S M,Rouainia M.Numerical analysis of deformation behavior of quay walls under earthquake loading[J].Soil Dyn Earthquake Eng,2009,29:525-536.
[11]Arablouei A,Gharabaghi A R M,Ghalandarzadeh A,et al.Effects of seawater-structure-soil interaction on seismic performance of caisson-type quay wall[J].Computers and Structures,2011,89:2439-2459.
[12]GB50267-97,核电厂抗震设计规范[S].中国国家地震局,1997.
[13]JTS 146-2012,水运工程抗震设计规范[S].中华人民共和国交通运输部,2012.
[2]刘立平.防波堤的震损机理与抗震设防[J].水运工程,1992,2:12-15.LIU Li-ping.Failure mechanism and anti-seismic measures of breakwater[J].Port and Water Engineering,1992,2:12-15.
[3]Kramer S L.Geotechnical earthquake engineering[M].Upper Saddle River,New Jersey:Prentice Hall,1996.
[4]Wang X,Wang LB.Dynamic analysis of a water-soil-pore water coupling system[J].Comput Struct,2007,85(11-14):1020-1031.
[5]Yuksel Y,Cetin K O,Ozguven O,et al.Seismic response of a rubble mound breakwater in Turkey[J].Proceedings of the Institution of Civil Engineers(Martime Engineering,2004,157(4):151-161.
[6]Cihan K,Yuksel Y.Deformation of rubble-mound breakwaters under cyclic loads[J].Coastal Engineering,2011,58:528-539.
[7]刘晶波,李彬.三维黏弹性静-动力统一人工边界[J].中国科学(E辑),2005,35(9):966-980.LIU Jing-bo,LI Bin.A unified viscous-spring artificial boundary for 3-D static and dynamic applications[J].Science in China(Series E),2005,35(9):966-980.
[8]邓楚键,何国杰,郑颖人.基于M-C准则的D-P系列准则在岩土工程中的应用研究[J].岩土工程学报,2006,28(6):735-739.DENG Chu-jian,HE Guo-jie,ZHENG Ying-ren.Studies on Durcker-Prager yield criterions based on M-C yield criterion and application in geotechnical engineering[J].Chinese Journal of Geotechnical Engineering,2006,28(6):735-739.
[9]Dickenson S E,Yang D S.Seismically-induced deformations of caisson retaining walls in improved soils[J].Proc Geotechnol Earthquake Eng Soil Dyn,1998,75(2):1071-1082.
[10]Alyami M,Wilkinson S M,Rouainia M.Numerical analysis of deformation behavior of quay walls under earthquake loading[J].Soil Dyn Earthquake Eng,2009,29:525-536.
[11]Arablouei A,Gharabaghi A R M,Ghalandarzadeh A,et al.Effects of seawater-structure-soil interaction on seismic performance of caisson-type quay wall[J].Computers and Structures,2011,89:2439-2459.
[12]GB50267-97,核电厂抗震设计规范[S].中国国家地震局,1997.
[13]JTS 146-2012,水运工程抗震设计规范[S].中华人民共和国交通运输部,2012.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心