土石坝黏土心墙的材料动力特性试验
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摘要
以土石坝黏土心墙料为研究对象,结合工程实际情况,考虑不同固结围压对黏土心墙料动力特性的影响。通过循环振动三轴试验,对黏土心墙料在选定的5组固结围压状态下表现出来的动力特性进行研究,得出固结围压的变化对其产生的影响。在研究的固结围压范围内,固结围压对动弹性模量的影响较大,动弹性模量随固结围压的增大而提高;最大动弹性模量与平均主应力间具有良好的幂函数关系,随着平均主应力的增大呈指数增长;阻尼比曲线与动剪模量比曲线在不同的固结围压状态下表现出了良好地归一化特性。
Based on the actual situation of engineering,the clay core impervious material of the soil core wall rock fill dam was studied,the influences of different confining stresses considered.Through dynamic triaxial test,dynamic characteristics of the clay core impervious material under 5 selected confining were studied;the impacts of confining stresses on it were concluded.In the range of analyzed confining stress,the dynamic elastic modulus of the clay core impervious material was increased markedly with an increase of confining stress;power correlations between its two parameters containing the maximum dynamic elastic modulus and the average principal stress were obtained,the maximum dynamic elastic modulus of the clay core impervious material was increased markedly with an increase of the average principal stress by exponential form;the damping ratio curve and dynamic shear modulus ratio curves were normalized well under diferent confining stress conditions.
Based on the actual situation of engineering,the clay core impervious material of the soil core wall rock fill dam was studied,the influences of different confining stresses considered.Through dynamic triaxial test,dynamic characteristics of the clay core impervious material under 5 selected confining were studied;the impacts of confining stresses on it were concluded.In the range of analyzed confining stress,the dynamic elastic modulus of the clay core impervious material was increased markedly with an increase of confining stress;power correlations between its two parameters containing the maximum dynamic elastic modulus and the average principal stress were obtained,the maximum dynamic elastic modulus of the clay core impervious material was increased markedly with an increase of the average principal stress by exponential form;the damping ratio curve and dynamic shear modulus ratio curves were normalized well under diferent confining stress conditions.
引文
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[3]吴世明,周健,杨挺.土动力学理论与计算[M].北京:中国建筑工业出版社,2001.
[4]谢定义.土动力学[M].北京:高等教育出版社,2011.
[5]彭社琴,赵其华,黄润秋.成都黏土动三轴试验研究[J].地质灾害与环境保护,2002,13(1):57-60.
[6]Hardin B O,Drnevich VP.Shear Modulus and Damping in Soils:Design Equations and Curves[J].Journal of the Soil Mechanicsand Foundation Division,ASCE,1972,98:6-7.
[7]刘晓红,杨果林,方薇.红黏土动本构关系与动模量衰减模型[J].水文地质工程地质,2011,38(3):66-72.
[8]白颢,孔令伟.固结比对石灰土动力特性的影响试验研[J].岩土力学,2009,30(6):1590-1594.
[9]沈珠江,徐刚.堆石料的动力变形特性[J].水利水运科学研究,1996,6(3):143-150.
[10]孙静.岩土动剪切模量阻尼试验及应用研究[D].哈尔滨:中国地震局工程力学研究所,2004.
[11]何昌荣.动模量和阻尼比的动三轴试验研究[J].岩土工程学报,1997,19(2):39-48.
[12]尚守平,卢华喜,任慧,等.粉质黏土动剪切模量的试验对比研究[J].岩土工程学报,2006,28(3):410-414.
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