对UE土体动力本构模型的修正
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摘要
动力本构模型UE模型具有可以描述非对称循环荷载、记忆量小、模型参数物理意义明确、表达式简单等优点。但其描述等幅循环荷载作用下的土体滞回圈时,存在非对称性,并且无法较好地拟合土体动阻尼比随应变产生的变化规律。通过在UE模型的骨架曲线中引入两个瞬变参数,利用"massing二倍法"构造滞回曲线,使模型同时满足各个应变下的剪切模量及阻尼比,确定瞬变参数的表达式,将瞬变参数表达式带入滞回曲线方程中,即得到最终的滞回曲线表达式,并定义各个滞回圈顶点的连线为此修正模型的实际骨架曲线。分析结果表明,该修正模型能够克服UE模型存在的不足,且更符合实际。
The unsymmetrical exponential(UE)dynamic constitutive model is used to describe the soil characteristics under dynamic loading.This model has the advantages of describing asymmetric cyclic loading,low memorization,explicit physical meanings of the model parameters,and simple expressions.However,the UE model is asymmetric and is unable to appropriately fit the distribution of soil damping ratio variation with changing strain when it is used to describe the soil hysteresis loop under constant amplitude cyclic loading.By introducing two transient variable parameters in the skeleton curve of the UE model and using Massing's method of doubling the stress and strain variables to structure the hysteretic curve,the correction model can accurately determine the shear modulus and damping ratio under different strains.The shear modulus and damping ratio were then used determine the expression of the transient parameter,and they were substituted in the hysteretic curve equation.Finally,the hysteretic curve expression and the actual skeleton curve were obtained.The results show that the correction model can overcome the limitations of the UE model and is in good agreement with the actual data.
The unsymmetrical exponential(UE)dynamic constitutive model is used to describe the soil characteristics under dynamic loading.This model has the advantages of describing asymmetric cyclic loading,low memorization,explicit physical meanings of the model parameters,and simple expressions.However,the UE model is asymmetric and is unable to appropriately fit the distribution of soil damping ratio variation with changing strain when it is used to describe the soil hysteresis loop under constant amplitude cyclic loading.By introducing two transient variable parameters in the skeleton curve of the UE model and using Massing's method of doubling the stress and strain variables to structure the hysteretic curve,the correction model can accurately determine the shear modulus and damping ratio under different strains.The shear modulus and damping ratio were then used determine the expression of the transient parameter,and they were substituted in the hysteretic curve equation.Finally,the hysteretic curve expression and the actual skeleton curve were obtained.The results show that the correction model can overcome the limitations of the UE model and is in good agreement with the actual data.
引文
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[2]李小军,廖振鹏.土应力应变关系的粘—弹—塑模型[J].地震工程与工程振动,1989,9(3):65-72.LI Xiao-jun,LIAO Zhen-peng.Visco-elasto-plastic Model of Soil Stress-strain Relationship[J].Earthquake Engineering and Engineering Vibration,1989,9(3):65-72.(in Chinese)
[3]李广信.高等土力学[M].北京:清华大学出版社,2004.LI Guang-xin.Advanced Soil Mechanics[M].Beijing:Tsinghua University Press,2004.(in Chinese)
[4]王志良,韩清宇.粘弹塑性土层地震反应的波动分析法[J].地震工程与工程振动,1981,1(1):117-137.WANG Zhi-liang,HAN Qing-yu.Analysis of Wave Propagation for the Site Seismic Response,Using the Visco-elastoplastic Model[J].Earthquake Engineering and Engineering Vibration,1981,1(1):117-137.(in Chinese)
[5]Roesset J M,Dobry R,Ayestaran L.Accuracy of Modal Superposition for One-dimensional Soil Amplification Analysis[M].Department of Civil Engineering,Massachusetts Institute of Technology,1972.
[6]齐文浩,薄景山.土层地震反应等效线性化方法综述[J].世界地震工程,2008,23(4):221-226.Qi Wen-hao,BO Jing-shan.Summarization on Equivalent Linear Method of Seismic Responses for Soil Layers[J].World Earthquake Engineering,2008,23(4):221-226.(in Chinese)
[7]齐文浩,薄景山.一种新的土体动力本构模型[J].地震工程与工程振动,2009,29(1):169-174.QI Wen-hao,BO Jing-shan.A New Soil Dynamic Constitutive Model[J].Earthquake Engineering and Engineering Vibration,2009,29(1):169-174.(in Chinese)
[8]刘保健,谢定义.随机荷载下土动力特性测试分析法[M].北京:人民交通出版社,2001.LIU Bao-jian,XIE Ding-yi.The Test Soil Dynamic Properties Under Random Loading Analysis[M].Beijing:China Communications Press,2001.(in Chinese)
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