基于阻尼的边界面模型
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摘要
阻尼比反映了土消耗能量的能力,土的动力本构模型真实地体现土的阻尼比具有必要性与重要性。在基于阻尼的滞回模型的基础上,通过在应力偏平面上引入相应的硬化准则,将其推广至弹塑性领域,建立了基于阻尼的边界面模型。给出了详细的推导过程,以及对相应的硬化准则的说明。理论预测结果与循环单剪试验结果的比较,说明了模型的可靠性。与基于曼辛准则的模型的比较,说明了其先进性,能够真实地反映阻尼比对土动力反应的影响。
Damping ratio indicates the energy dissipation capability of soil material,and it should be of great essentiality and importance to be embodied in the constitutive model of soil.By leading into the corresponding hardening criterion of the partial stress plane,the damping ratio-based hysteretic model is extended to the elasto-plastic field,and a new damping ratio-based bounding surface model is constituted.Detailed process of deriving and instruction for the corresponding hardening criterion is given.Comparison beween the model’s theoretical forecast and the cyclic simple shear test results proves the reliability of the model,and comparison between the model’s theoretical forecast and the Masing’s rule-based models indicates the advantage of the novel model,which can reflect the impact of damping ratio of soil on its dynamic response truly.
Damping ratio indicates the energy dissipation capability of soil material,and it should be of great essentiality and importance to be embodied in the constitutive model of soil.By leading into the corresponding hardening criterion of the partial stress plane,the damping ratio-based hysteretic model is extended to the elasto-plastic field,and a new damping ratio-based bounding surface model is constituted.Detailed process of deriving and instruction for the corresponding hardening criterion is given.Comparison beween the model’s theoretical forecast and the cyclic simple shear test results proves the reliability of the model,and comparison between the model’s theoretical forecast and the Masing’s rule-based models indicates the advantage of the novel model,which can reflect the impact of damping ratio of soil on its dynamic response truly.
引文
[1]LI Tao,HELMUT M.Two surface plasticity model for cyclic undrained behavior of clays[J].Journal of Geotechnical and Geoenvironmental Engineering,ASCE,2002,128(7):613–626.
[2]李涛,HELMUT M.循环荷载作用下饱和黏性土的弹塑性双面模型[J].土木工程学报,2006,39(1):92–97.(LI Tao,MEISSNER H.Elastoplastic two-surface model for clays under undrained cyclic loading[J].China Civil Engineering Journal,2006,39(1):92–97.(in Chinese))
[3]MONTANS Francisco-Javier.Bounding surface plasticity model with extended masing behavior[J].Computer Methods in Applied Mechanics and Engineering,2000,182(1):135–162.
[4]谢定义.土动力学[M].西安:西安交通大学出版社,1988.(XIE Ding-yi.Soil dynamics[M].Xi’an:Xi’an Jiaotong University Press,1988.(in Chinese))
[5]MURAVSKII G,FRYDMAN Sam.Site response analysis using a nonlinear hysteretic model[J].Soil dynamics and Earthquake Engineering,1998,17(3):227–238.
[6]MURAVSKII G.Application of experimental results on cyclic deformation of soils to seismic response analysis[J].Soil Dynamics and Earthquake Engineering,2001,21:661–669.
[7]王志良,王余庆,韩清宇.不规则循环剪切荷载作用下土的黏弹塑性模型[J].岩土工程学报,1980,2(3):10–19.(WANG Zhi-liang,WANG Yu-qing,HAN Qing-yu.Visco-elastoplastic model for soils under irregular cyclic loading[J].Chinese Journal of Geotechnical Engineering,1980,2(3):10–19.(in Chinese))
[8]栾茂田.土动力非线性分析中的变参数Ramberg-Osgood本构模型[J].地震工程与工程振动,1992,12(2):69–78.(LUAN Mao-tian.Ramberg-Osgood constitutive model with variable parameters for dynamic nonlinear analysis of Soils[J].Earthquake Engineering and Engineering Vibration,1992,12(2):69–78.(in Chinese))
[9]尚守平,刘方成,王海东.基于阻尼的地震循环荷载作用下黏土非线性模型[J].土木工程学报,2007,40(3):74–81.(SHANG Shou-ping,LIU Fang-cheng,WANG Hai-dong.Nonlinear model based on damping ratio for clays under seismic loading[J].China Civil Engineering Journal,2007,40(3):74–81.(in Chinese))
[2]李涛,HELMUT M.循环荷载作用下饱和黏性土的弹塑性双面模型[J].土木工程学报,2006,39(1):92–97.(LI Tao,MEISSNER H.Elastoplastic two-surface model for clays under undrained cyclic loading[J].China Civil Engineering Journal,2006,39(1):92–97.(in Chinese))
[3]MONTANS Francisco-Javier.Bounding surface plasticity model with extended masing behavior[J].Computer Methods in Applied Mechanics and Engineering,2000,182(1):135–162.
[4]谢定义.土动力学[M].西安:西安交通大学出版社,1988.(XIE Ding-yi.Soil dynamics[M].Xi’an:Xi’an Jiaotong University Press,1988.(in Chinese))
[5]MURAVSKII G,FRYDMAN Sam.Site response analysis using a nonlinear hysteretic model[J].Soil dynamics and Earthquake Engineering,1998,17(3):227–238.
[6]MURAVSKII G.Application of experimental results on cyclic deformation of soils to seismic response analysis[J].Soil Dynamics and Earthquake Engineering,2001,21:661–669.
[7]王志良,王余庆,韩清宇.不规则循环剪切荷载作用下土的黏弹塑性模型[J].岩土工程学报,1980,2(3):10–19.(WANG Zhi-liang,WANG Yu-qing,HAN Qing-yu.Visco-elastoplastic model for soils under irregular cyclic loading[J].Chinese Journal of Geotechnical Engineering,1980,2(3):10–19.(in Chinese))
[8]栾茂田.土动力非线性分析中的变参数Ramberg-Osgood本构模型[J].地震工程与工程振动,1992,12(2):69–78.(LUAN Mao-tian.Ramberg-Osgood constitutive model with variable parameters for dynamic nonlinear analysis of Soils[J].Earthquake Engineering and Engineering Vibration,1992,12(2):69–78.(in Chinese))
[9]尚守平,刘方成,王海东.基于阻尼的地震循环荷载作用下黏土非线性模型[J].土木工程学报,2007,40(3):74–81.(SHANG Shou-ping,LIU Fang-cheng,WANG Hai-dong.Nonlinear model based on damping ratio for clays under seismic loading[J].China Civil Engineering Journal,2007,40(3):74–81.(in Chinese))
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