堆石料动力特性大型三轴试验研究
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摘要
采用大型高压多功能静动三轴试验机,对某面板堆石坝闪长岩类堆石料进行了动弹性模量与阻尼比试验和动残余变形试验,研究了主堆石料、过渡料和垫层料3种坝料在循环荷载下的动应力-应变特性和动残余变形特性及其主要影响因素。试验结果表明,材料的动应力-应变关系受剪应变水平的影响较大,各种材料的动弹性模量随剪应变的增加发生衰减,而阻尼比则相应增大;围压的增加引起材料的最大动弹性模量的增加,但围压力对材料动弹模增长的影响是有限的;固结主应力比的增大,会引起有效球应力的增加,从而使材料的最大动弹性模量增大。此外,从试验结果和模型参数来看,各种材料的动应力-动应变变化规律以及动变形随振次的发展规律均可以用修正等价黏弹性模型和沈珠江残余变形经验公式进行描述。
Large scale triaxial shear tests on rockfill materials were performed to study the characteristics of dynamic moduli,damping ratios and residual deformations of rockfill materials by the large-scale multifunction triaxial apparatus.The dynamic stress-strain relationship and residual deformation of main rockfill,cushion layer and transitional rockfill under cyclic loading are the focuses of this study.The experimental results show that the dynamic stress-strain relationship is sensitive to shear strain level.The dynamic moduli of rockfill material decreases with the shear strain increasing.Confining pressure and consolidation stress ratio are both proportional to the dynamic moduli.From the results of test and model parameters,the dynamic stress-strain relationships and residual deformation can be described reasonably by the modified nonlinear viscoelastic dynamic constitutive models and empirical formula by Shen Zhujiang,respectively.
Large scale triaxial shear tests on rockfill materials were performed to study the characteristics of dynamic moduli,damping ratios and residual deformations of rockfill materials by the large-scale multifunction triaxial apparatus.The dynamic stress-strain relationship and residual deformation of main rockfill,cushion layer and transitional rockfill under cyclic loading are the focuses of this study.The experimental results show that the dynamic stress-strain relationship is sensitive to shear strain level.The dynamic moduli of rockfill material decreases with the shear strain increasing.Confining pressure and consolidation stress ratio are both proportional to the dynamic moduli.From the results of test and model parameters,the dynamic stress-strain relationships and residual deformation can be described reasonably by the modified nonlinear viscoelastic dynamic constitutive models and empirical formula by Shen Zhujiang,respectively.
引文
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[3]孔宪京,娄树莲,邹德高,等.筑坝堆石料的等效剪切模量与等效阻尼比[J].水利学报,2001,(8):20-25.KONG Xian-jing,LOU Shu-lian,ZHOU De-gao,et al.The equivalent dynamic shear modulus and equivalentdamping ratio of rockfill material for dam[J].Journal ofHydraulic Engineering,2001,(8):20-25.
[4]邹德高,孟凡伟,孔宪京,等.堆石料残余变形特性研究[J].岩土工程学报,2008,30(6):807-812.ZHOU De-gao,MENG Fan-wei,KONG Xian-jing,et al.Residual deformation behavior of rock-fill material[J].Chinese Journal of Geotechnical Engineering,2008,30(6):807-812.
[5]于玉贞,刘治龙,孙逊,等.面板堆石坝筑坝材料动力特性试验研究[J].岩土力学,2009,30(4):909-914.YU Yu-zhen,LIU Zhi-long,SUN Xun,et al.Experimental study of dynamic properties of materials ofa faced rockfill dam[J].Rock and Soil Mechanics,2009,30(4):909-914.
[6]吴世明,徐攸在.土动力学现状与发展[J].岩土工程学报,1998,20(3):125-131.WU Shi-ming,XU You-zai.State-of-art and developmentof soil dynamics[J].Chinese Journal of GeotechnicalEngineering,1998,20(3):125-131.
[7]刘治龙.覆盖层上沥青混凝土面板堆石坝地震动力特性研究[D].北京:清华大学,2006.
[8]中华人民共和国水利部.水工试验规程SL237―1999[S].北京:中国水利水电出版社,1999.
[9]沈珠江.一个计算砂土液化变形的等价黏弹性模式[C]//第四届土力学及基础工程学术会议文集.北京:中国建筑工业出版社,1985.
[10]HARDIN B O,DRNEVICH V P.Shear modulus anddamping in soils:measurement and parameter effects[J].Journal of the Soil Mechanics and FoundationsDivision,ASCE,1972,98(SM6):603-624.
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