循环荷载作用下粗粒料变形特性的试验研究
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摘要
本文采用大型三轴试验机对粗粒料进行了不同应力条件下的动三轴循环加载试验,系统地研究了粗粒料在循环加载条件下的变形特性,并探讨了振次、围压、固结应力比和同步径向振动等因素对粗粒料变形特性的影响。试验结果表明,粗粒料的变形可分为往复变形和残余变形两部分,其中往复变形并不等同于传统意义上的弹性变形;固结应力比的增大使得粗粒料的往复轴应变和往复体应变减小,残余轴应变的增长速率随着固结应力比的增大而增大,而残余体应变的增长速率随着固结应力比的增大而减小;同步径向动应力比的增大,抑制了往复轴应变和残余轴应变的发展,而有利于往复体应变和残余体应变的发展。
The deformation characteristics of coarse-grained materials under cyclic loading are investigated by a series of large-scale cyclic triaxial tests,and the effects of cyclic loading times,confining pressure,consolidation stress ratio and synchronous radial vibration are discussed.The test results indicate that the deformation of coarse-grained materials is composed of reciprocating deformation and residual deformation,while the former is not the same as the elastic deformation.The reciprocating axial strain and reciprocating volumetric strain decrease with the increase in consolidation stress ratio,and the increase of consolidation stress ratio causes an increase in the growth rate of residual axial strain and a decrease in the growth rate of residual volumetric strain.The increasing of synchronous radial dynamic stress ratio restrains the development of reciprocating and residual axial strains and it is favorable to the development of reciprocating and residual volumetric strains.
引文
[1]赵剑明,常亚屏,陈宁.加强高土石坝抗震研究的现实意义及工作展望[J].世界地震工程,2004,20(1):95~99.ZHAO Jianming,CHANG Yaping,CHEN Ning.Significance and prospects about earthquake resistant studies of high earth-rockfilldams[J].World Information on Earthquake Engineering,2004,20(1):95~99.(In Chinese)
    [2]王昆耀,常亚屏,陈宁.往返荷载下粗粒土的残余变形特性[J].土木工程学报,2000,33(3):48~53.WANG Kunyao,CHANG Yaping,CHEN Ning.Residual deformation characteristics of coarse-grained soils under cyclic loading[J].China Civil Engineering Journal,2000,33(3):48~53.(In Chinese)
    [3]罗刚.粒状土的可逆性和不可逆性变形规律与循环本构模型研究[博士学位论文][D].北京:清华大学,2004.LUO Gang.Studies on reversible and irreversible cyclic deformation and constitutive model for granular soils[D].Beijing:TsinghuaUniversity,2004.(In Chinese)
    [4]张建民.砂土的可逆性和不可逆性剪胀规律[J].岩土工程学报,2000,22(1):12~17.ZHANG Jianmin.Reversible and irreversible dilatancy of sand[J].Chinese Journal of Geotechnical Engineering,2000,22(1):12~17.(In Chinese)
    [5]李广信,郭瑞平.土的卸载体缩与可恢复剪胀[J].岩土工程学报,2000,22(2):158~161.LI Guangxin,GUO Ruiping.Volume-contraction in unloading of shear tests and reversible dilatation of soils[J].Chinese Journal ofGeotechnical Engineering,2000,22(2):158~161.(In Chinese)
    [6]沈珠江,砂土液化分析的散粒体模型(英文)[J],岩土工程学报,1999,21(6):742~748.SHEN Zhujiang.A granular medium model for liquefaction analysis of sands[J].Chinese Journal of Geotechnical Engineering,1999,21(6):742~748.
    [7]张丙印,吕明治,高莲士.粗粒料大型三轴试验中橡皮膜嵌入量对体应变的影响及校正[J].水利水电技术,2003,34(2):30~33.ZHANG Bingyin,LMingzhi,GAO Lianshi.Correction of membrane penetration in large-scale triaxial tests for granular materials[J].Water Resources and Hydropower Engineering,2003,34(2):30~33.(In Chinese)

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