基于三维多重机构模型的土石坝地震反应分析
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摘要
以Hardin-Drnevich模型和广义Masing准则为基础的三维多重机构模型,可以考虑颗粒材料的非线性和应力诱导各向异性。在有限元软件ABAQUS的平台上,开发了三维多重机构模型的UMAT子程序,实现了利用该模型进行土石坝地震反应分析的可能。利用三维多重机构模型和等价粘弹性模型,对某沥青混凝土面板堆石坝进行了地震反应分析,探讨了该坝在强震作用下的动力反应特性和本构模型对坝体动力反应的影响。结果表明,用三维多重机构模型与等价粘弹性模型计算得到的坝体动力反应有一定程度的差异,三维多重机构模型能够比较准确地模拟堆石料在地震荷载作用下的复杂应力应变关系,其计算结果可以更合理地揭示坝体的非线性地震反应特性。
The 3D multi-mechanism model based on the Hardin-Drnevich model and generalized Masing rule can take into account the nonlinearity and stress-induced anisotropy in stress-strain relationship for granular materials.Based on the platform of the finite element software ABAQUS,the subroutine of the 3D multi-mechanism model is implemented and then the seismic response analysis of a rockfill dam is possible by using this model.The seismic response analyses of the asphalt-concrete-faced rockfill dam are carried out by using the 3D multi-mechanism model and the equivalent viscoelastic model under a strong earthquake.The dynamic response characteristics of the dam and the effect of constitutive models on its response are investigated.The result shows that there exist some differences in the dynamic responses of the dam computed by using the two constitutive models.The 3D multi-mechanism model can accurately simulate the complex stress-strain relationships of rockfill materials under earthquake loading and the result obtained by it can reasonably reveal the nonlinear seismic response characteristics of the dam.
The 3D multi-mechanism model based on the Hardin-Drnevich model and generalized Masing rule can take into account the nonlinearity and stress-induced anisotropy in stress-strain relationship for granular materials.Based on the platform of the finite element software ABAQUS,the subroutine of the 3D multi-mechanism model is implemented and then the seismic response analysis of a rockfill dam is possible by using this model.The seismic response analyses of the asphalt-concrete-faced rockfill dam are carried out by using the 3D multi-mechanism model and the equivalent viscoelastic model under a strong earthquake.The dynamic response characteristics of the dam and the effect of constitutive models on its response are investigated.The result shows that there exist some differences in the dynamic responses of the dam computed by using the two constitutive models.The 3D multi-mechanism model can accurately simulate the complex stress-strain relationships of rockfill materials under earthquake loading and the result obtained by it can reasonably reveal the nonlinear seismic response characteristics of the dam.
引文
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[3]朱晟,石高峰,周建平.碧口心墙堆石坝抗震复核分析[J].岩石力学与工程学报,2011,30(增1):2954-2962.Zhu Sh,Shi G F,Zhou J P.Analysis of seismic re-view of Bikou rockfill dam with earth core[J].ChineseJournal of Rock Mechanics and Engineering,2011,30(S1):2954-2962.
[4]赵剑明,常亚屏,陈宁.强震区高混凝土面板堆石坝地震残余变形与动力稳定分析[J].岩石力学与工程学报,2004,23(增1):4547-4552.Zhao J M,Chang Y P,Chen N.Study on earthquake-induced permanent deformation and dynamic stabilityof high concrete-faced rockfill dam[J].Chinese Journalof Rock Mechanics and Engineering,2004,23(S1):4547-4552.
[5]栾茂田.土动力非线性分析中的变参数Ramberg-Os-good本构模型[J].地震工程与工程振动,1992,12(2):69-77.Luan M T.Ramberg-Osgood model for the nonlineardynamic analysis of soil[J].Earthquake Engineeringand Engineering Vibration,1992,12(2):69-77.
[6]胡勤,戚承志.Ramberg-Osgood土动力非线性模型在ABAQUS软件上的开发及应用[J].岩土力学,2012,33(4):1268-1274.Hu Q,Qi Ch Zh.Development and application ofRamberg-Osgood soil dynamic nonlinear constitutivemodel on ABAQUS code[J].Rock and Soil Mecha-nics,2012,33(4):1268-1274.
[7]邹德高,徐斌,孔宪京,等.基于广义塑性模型的高面板堆石坝静、动力分析[J].水力发电学报,2011,30(6):109-116.Zou D G,Xu B,Kong X J,et al.Static and dynamicanalysis of high concrete-face rockfill dam based ongeneralized plastic model[J].Journal of HydroelectricEngineering,2011,30(6):109-116.
[8]Fang H L.A state-dependent multi-mechanism modelfor sands[J].Geotechnique,2003,53(4):407-420.
[9]Bazant Z P,Oh B H.Efficient numerical integrationon the surface of a sphere[J].Zeitschrift fur Ange-wandte Mathematik und Mechanik,1986,66(1):37-49.
[10]Iai S,Matsunaga Y,Kameoka T.Strain space plasti-city model for cyclic mobility[J].Soils and Founda-tions,1992,32(2):1-12.
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