Hardin土动模型的应用与讨论
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摘要
分析了试验单位N用传统的和试验单位S用沈珠江概化Hardin模型整理出的坝料动参数的差别的原因,这是由于试验单位S测试的动应变γd的范围相对较窄(5×10-5~5×10-3),最大动剪模Gdmax非实测而是推求所得.虽然概化模型不能精确反映动剪模Gd、阻尼比λ与动应变γd的动本构关系,但在试验单位S的γd测试范围(5×10-5~5×10-3)仍能较好地反映动本构关系.经理论和计算证明,该段的本构关系对地震反应如加速度反应的计算结果起决定作用,所以认为沈珠江概化Hardin土动模型仍是较为实用的.
The reasons causing the difference are analyzed between the experimental data given by laboratory N with traditional Hardin Model and by laboratory S with Simplified SZJ′s Hardin Model(Hardin Soil Dynamic Constitutive Relation),and it is pointed out the main reason is that the dynamic strain′s measuring scope of laboratory S is relatively narrow,ranging from 5×10-5～5×10-3 or so,and the maximum dynamic modulus Gdmax is conjectured,not measured.Although the simplified model can not accurately reflect relations of Gd～γd and λ～γd where Gd is dynamic modulus and λ is damping ratio,the relations in γd measured scope by laboratory S are fairly reflected.Proved by reasoning and computation,the relations of Gd～γd and λ～γd in γd measured scope 5×10-5～5×10-3 can determine decisively the responding acceleration,so SZJ′s Simplified Hardin Soil Dynamic Constitutive Relation is still practicable.
The reasons causing the difference are analyzed between the experimental data given by laboratory N with traditional Hardin Model and by laboratory S with Simplified SZJ′s Hardin Model(Hardin Soil Dynamic Constitutive Relation),and it is pointed out the main reason is that the dynamic strain′s measuring scope of laboratory S is relatively narrow,ranging from 5×10-5～5×10-3 or so,and the maximum dynamic modulus Gdmax is conjectured,not measured.Although the simplified model can not accurately reflect relations of Gd～γd and λ～γd where Gd is dynamic modulus and λ is damping ratio,the relations in γd measured scope by laboratory S are fairly reflected.Proved by reasoning and computation,the relations of Gd～γd and λ～γd in γd measured scope 5×10-5～5×10-3 can determine decisively the responding acceleration,so SZJ′s Simplified Hardin Soil Dynamic Constitutive Relation is still practicable.
引文
[1]Hardin B O,Denevich V P.Shear moduls and damping in soil:measurements and parameter effects[J].ASCE,1972,98(SM6):603-624.
[2]Hardin B O,Denevich V P.Shear moduls and damping in soil:design equations and curves[J].ASCE,1972,98(SM7):667-692.
[3]赵剑明,汪闻韶,常亚屏,等.高面板坝三维真非线性地震反应分析方法及模型试验验证[J].水利学报,2003,(9):12-18.(ZHAO Jian-ming,WANG Wen-shao,CHANG Ya-ping,et al.3-D authentic nonlinear method for dynamic analysisof high CFRD[J].Journal of Hydraulic Engineering,2003,(9):12-18.(in Chinese))
[4]沈珠江,徐刚.堆石料的动力变形特性[J].水利水运科学研究,1996,(2):143-150.(SHEN Zhu-jiang,XUGang.Deformation behavior of rock materials under cyclic loading[J].Hydro-Science and Engineering,1996,(2):143-150.(in Chinese))
[5]Idriss I M,Lysmer J,Huang R,et al.A computer program for evaluating the seismic response of soil structures by variabledamping finite element procedures[R].Berkeley:College of Engineering Univ of California,1973.
[2]Hardin B O,Denevich V P.Shear moduls and damping in soil:design equations and curves[J].ASCE,1972,98(SM7):667-692.
[3]赵剑明,汪闻韶,常亚屏,等.高面板坝三维真非线性地震反应分析方法及模型试验验证[J].水利学报,2003,(9):12-18.(ZHAO Jian-ming,WANG Wen-shao,CHANG Ya-ping,et al.3-D authentic nonlinear method for dynamic analysisof high CFRD[J].Journal of Hydraulic Engineering,2003,(9):12-18.(in Chinese))
[4]沈珠江,徐刚.堆石料的动力变形特性[J].水利水运科学研究,1996,(2):143-150.(SHEN Zhu-jiang,XUGang.Deformation behavior of rock materials under cyclic loading[J].Hydro-Science and Engineering,1996,(2):143-150.(in Chinese))
[5]Idriss I M,Lysmer J,Huang R,et al.A computer program for evaluating the seismic response of soil structures by variabledamping finite element procedures[R].Berkeley:College of Engineering Univ of California,1973.
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