堤防地震液化数值模拟及动力反应分析
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摘要
为了评估青草沙水库在地震作用下的性状,利用FLIP程序分析堤基及上部堤防地震液化变形规律,比较了堤防不同位置处的残余变形、超静孔隙水压力比分布、有效应力路径等。结果表明:抗震设防烈度7度条件下,堤防结构的存在放大了地表的加速度;堤防残余变形主要发生在堤身和堤脚周围一定深度范围,地下12 m及以下土体残余变形很小;堤顶中心在地震作用下,有效高度下降较多,若此时库内处于高水位或洪水位或遭遇持续暴雨,可能发生溃堤。工程建设中,需对这些薄弱环节进行加固。
To understand the performance of Qingcaosha reservoir under earthquake loading,the seismic liquefaction of levee embankment was studied by the finite element analysis program for liquefaction process(FLIP) code.Residual deformation of different nodes,excess pore water pressure ratio and path of effective stress of different elements were compared.The computational results prove that the acceleration on the ground can be amplified by the levee;that the residual deformation of the soils under 12 meters becomes so little that it can be neglected;that the effective height is largely decreased and that it is very dangerous especially when it is in high or full storage capacity.All these weak points should be reinforced in project constructon.
To understand the performance of Qingcaosha reservoir under earthquake loading,the seismic liquefaction of levee embankment was studied by the finite element analysis program for liquefaction process(FLIP) code.Residual deformation of different nodes,excess pore water pressure ratio and path of effective stress of different elements were compared.The computational results prove that the acceleration on the ground can be amplified by the levee;that the residual deformation of the soils under 12 meters becomes so little that it can be neglected;that the effective height is largely decreased and that it is very dangerous especially when it is in high or full storage capacity.All these weak points should be reinforced in project constructon.
引文
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[2]蔡袁强,钱磊,吴世明,等.钱塘江防洪堤地震液化及稳定分析[J].水利学报,2001,32(1):57-61.CAI Yuan-qiang,QIAN Lei,WU Shi-ming.Seismicliquefaction and stability analysis of Qiantang RiverEmbankment[J].Journal of Hydraulic Engineering,2001,32(1):57-61.(in Chinese).
[3]刘汉龙,丰土根,高玉峰,等.砂土多机构边界面塑性模型及其试验验证[J].岩土力学,2003,24(5):696-700.LIU Han-long,FENG Tu-gen,GAO Yu-feng,et al.Multiple mechanism boundary surface plasticity modelof saturated sand and its test validation[J].Rock andSoil Mechanics,2003,24(5):696-700.(in Chinese).
[4]刘汉龙,井合进,一井康二,等.大型沉箱式码头岸壁地震反应分析[J].岩土工程学报,1998,20(2):26-30.LIU Han-long,IAI S,ICHIII K,et al.Seismic re-sponse analysis of large-size caisson quay wall[J].Chi-nese Journal of Geotechnical Engineering,1998,20(2):26-30.(in Chinese).
[5]孟上九,刘汉龙,高玉峰,等.可液化地基上建筑物不均匀震陷机制的振动台试验研究[J].岩石力学与工程学报,2005,24(11):1978-1985.MENG Shang-jiu,LIU Han-long,GAO Yu-feng.Exper-imental study on the mechanism of earthquake-induced dif-ferential settlement of building on liquescent subsoil byshaking table.[J].Chinese Journal of Rock Mechanics andEngineering,2005,24(11):1978-1985.(in Chinese).
[6]李培振,任红梅.液化地基自由场振动台模型试验研究[J].地震工程与工程振动,2008,28(2):171-178.LI Pei-zhen,REN Hong-mei.Shaking table test onfree field considering soil liquefaction[J].Journal ofEarthquake Engineering and Engineering Vibration,2008,28(2):171-178.(in Chinese).
[7]明海燕,李相菘.用于流动液化变形分析的临界状态砂土模型[J].深圳大学学报:理工版,2004,21(2):126-133.MING Hai-yan,LI Xiang-song.Unified critical statesand model in flow liquefaction deformation analysis[J].Journal of Shenzhen University(Science&Engi-neering),2004,21(2):126-133.(in Chinese).
[8]米占宽,李国英.强震区土坝抗震措施研究[J].岩土力学,2007,28(1):193-196.MI Zhan-kuan,LI Guo-ying.Study on aseismic mea-sures of earth dams in meizoseismal area[J].Rock andSoil Mechanics,2007,28(1):193-196.(in Chinese).
[9]陈育民.砂土液化后流动大变形试验与计算方法研究[D].南京:河海大学,2007.
[10]TORU S,FUSAO O,YOSHIO O.Characteristics ofground deformation due to liquefaction[J].Soils andfoundation(Special Issue),1996(1):65-79.
[11]Iai S Matsunaga Y,KAMEOKA T.Strain space plas-ticity model for cyclic mobility[J].Soils and founda-tion,1992,32(2):1-15.
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