混凝土重力拱坝极限抗震能力评价方法初探
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摘要
从基于性能的抗震设防标准及理论出发,坝体某个关键性能破坏便可能影响大坝的正常运行,单一的评价准则已经不能满足对大坝极限抗震能力评估的要求。针对混凝土重力拱坝的结构特点,基于混凝土弥散裂缝模型,利用地震动超载时域分析方法,从收敛性、地震位移响应突变、塑性区贯通、坝体开裂破坏等方面,对国内某重力拱坝极限抗震能力进行了探讨和研究。研究表明,该重力拱坝的极限抗震能力为0.51g,顶拱中部是坝体相对薄弱的高地震响应区。
From the performance-based standards and the theory of seismic,the destruction of one critical performance may affect the normal operation of the dam,and a single evaluation criterion can not meet the requirement in the assessment of the ultimate aseismic capacity of dam.Based on concrete smeared crack model adopting overloaded time domain analysis method of Ground motionand considering the structural characteristics,the ultimate aseismic capacity of one domestic concrete gravity arch dam was discussed and studied from the convergence,seismic displacement response mutant,interpenetrate of the plastic zone and failure modes of cracks.The result showed that the ultimate aseismic capacity of gravity arch dam is 0.51g,and high seismic response zone locates in the central section.
From the performance-based standards and the theory of seismic,the destruction of one critical performance may affect the normal operation of the dam,and a single evaluation criterion can not meet the requirement in the assessment of the ultimate aseismic capacity of dam.Based on concrete smeared crack model adopting overloaded time domain analysis method of Ground motionand considering the structural characteristics,the ultimate aseismic capacity of one domestic concrete gravity arch dam was discussed and studied from the convergence,seismic displacement response mutant,interpenetrate of the plastic zone and failure modes of cracks.The result showed that the ultimate aseismic capacity of gravity arch dam is 0.51g,and high seismic response zone locates in the central section.
引文
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[9]De Borst R,Nauts P.Non-orthogonal cracks in a smeared fi-nite elementmodel[J].Engineering Computations,1985,2(3):35-46.
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[2]Yang Lingqiang.Summary of failure analysis of high archdam[J].Water Resources and Power,2007,25(02):35-39.[杨令强.高拱坝破坏分析研究综述[J].水电能源科学,2007,25(02):35-39.]
[3]Zhang Wei,Li Hongwei,Han Xiaofeng.Study on high archdam overall safety[J].Water Resources and Power,2005,23(04):44-47.[张伟,李宏伟,韩晓凤.高拱坝整体安全度研究[J].水电能源科学,2005,23(04):44-47.]
[4]Li Sheng,Zhang SherongJ,ia Lue,t al.Study on failuremodefor concrete gravity dam under impact of strong earthquake[J].Water Conservancy and Hydropower Technology,2010,41(2):22-26.[李昇,张社荣,贾璐,等.强震作用下混凝土重力坝破坏模式研究[J].水利水电技术,2010,41(2):22-26.]
[5]Bogart C,Mendez UJ,aramillo E B,et al.Influence of con-crete interface friction on the seismic performance of frac-tured concrete dams[C].The 12th International Conferenceof International Association for Computer Methods and Ad-vances in Geomechanics,2008.
[6]Pekau O A,Cui Yuzhu.Failure analysis of fractured damsduring earthquakes by DEM[J].Engineering Structures,2004,26:1483-1502.
[7]Yang Huichen,Wang Haibo.Preliminary study on the ulti-mate seismic capacity of concrete gravity dams[J].Jonrnalof Hydroelectric Engineering,2009,28(5):134-139.[杨会臣,王海波.混凝土重力坝极限抗震能力初探[J].水力发电学报,2009,28(5):134-139.]
[8]Zhao Jianming,Wen Yanfeng,Liu Xiaoshenge,t al.Study ofmaximum aseismic capability of high earth-rock dam ondeep riverbed alluviums[J].Rock and Soil Mechanics,2010,31(01):41-47.[赵剑明,温彦锋,刘小生,等.深厚覆盖层上高土石坝极限抗震能力分析[J].岩土力学,2010,31(01):41-47.]
[9]De Borst R,Nauts P.Non-orthogonal cracks in a smeared fi-nite elementmodel[J].Engineering Computations,1985,2(3):35-46.
[10]Ngo D,Scordelis A C.Finite element analysis of reinforcedconcrete beams[J.]ACI,1967,64:152-163.
[11]Rashid Y R.Ultimate strength analysis of prestressed con-crete pressure vessels[J].Nuclear Engineering and Design,1968(04):334-344.
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