粗-细粒混合土动力特性探讨
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摘要
对粗-细粒混合土样进行动三轴试验来探讨粗粒(1~2 mm)和细粒(小于0.075 mm)含量对混合土的动力特性的影响。共进行了细粒含量为0%、20%、40%、60%和80%5组试样的动三轴试验,得到了不同轴向激震力下的动强度、动应变和孔隙水压力的变化。试验发现:动强度随着细粒含量的增加先降低后增加,当细粒含量为20%时混合土的动强度是最低的;在动应力幅值比较大时,以粗粒为主的试样的孔压增长速度较快,而破坏时孔压的大小差别很小。
Dynamic triaxial tests on mixed soil specimens of fine-coarse particles are conducted to investigate the inflnence of the contents of coarse soil particles(1～2 mm) and fine soil particles(smaller than 0.075 mm) to the dynamic features of these kinds of soils.Five sets of specimens with fine contents of 0%,20%,40%,60% and 80% are respectively tested using triaxial dynamic apparatus,and the dynamic strengths,the dynamic strains and the pore-water pressures are obtained when the spencimens are subject to different axial seismic loads.It is experimentally found that(i) as the contents of fine soil particles increase the dynamic strength would first increase and then decrease,and the dynamic strength would be minimum when the content of fine soil particle is 20% and(ii) when the amplitude of dynamic stress grows larger,the pore-water pressure of soil specimens with more contents of coarse particles would increase rapidly,but the differences between the pore-water pressures of the specimens are minor at failure.
Dynamic triaxial tests on mixed soil specimens of fine-coarse particles are conducted to investigate the inflnence of the contents of coarse soil particles(1～2 mm) and fine soil particles(smaller than 0.075 mm) to the dynamic features of these kinds of soils.Five sets of specimens with fine contents of 0%,20%,40%,60% and 80% are respectively tested using triaxial dynamic apparatus,and the dynamic strengths,the dynamic strains and the pore-water pressures are obtained when the spencimens are subject to different axial seismic loads.It is experimentally found that(i) as the contents of fine soil particles increase the dynamic strength would first increase and then decrease,and the dynamic strength would be minimum when the content of fine soil particle is 20% and(ii) when the amplitude of dynamic stress grows larger,the pore-water pressure of soil specimens with more contents of coarse particles would increase rapidly,but the differences between the pore-water pressures of the specimens are minor at failure.
引文
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[2]韩金良,吴树人,何淑君,等.5.12汶川8级地震次生地质灾害的基本特征及其形成机制浅析[J].地学前缘,2009,16(3):306-326.
[3]阮永芬,巫志辉.饱和粉土的若干动力特性研究[J].土木工程学报,1995,17(4):100-106.
[4]黄博,陈云敏,殷建华,等.粉土的动力特性及液化势研究[J].工程勘察,2001,(2):7-17.
[5]张誉,孙方,贾彬,等.砂卵石土在动荷载作用下的动弹性模量研究[J].四川建筑科学研究院,2008,34(6):119-122.
[6]刘方成,尚守平,王海东.循环荷载下黏土应变累积强化模型研究[J].岩土力学,2008,29(9):2458-2462
[7]高玉峰,童瑞铭,黎冰,等.EPS颗粒混合轻质土与砂土的动力变形特性对比试验研究[J].岩土力学,2008,29(12):3272-3276.
[8]聂影,肖启华.重塑黏土和原状粉质黏土的动力特性试验研究[J].重庆建筑大学学报,2008,30(6):66-71.
[9]曾国红,白晓红.不同增强体粉土复合土动力特性试验研究[J].西安建筑科技大学学报(自然科学版),2009,41(5):637-642.
[10]曹成林,孙永福,董斌.不同粘粒含量粉质土的动力强度特性研究[J].海岸工程,2009,(3):28-32.
[11]Youd TL,Idriss I M.Liquefaction resistance of soils:summary report from the 1996 NCEER and 1998 NCEER/NSF workshops on evaluationof liquefaction resistance of soils[J].Journal of geotechnical and geoenvironmental engineering,2001,127(4):297-313.
[12]Yamamuro J A,Covert KM.Monotonic and cyclic liquefaction of very loose sands with high silt content[J].Journal of geotechnical and geoen-vironmental engineering,2001,127(4):314-324.
[13]Prakasha KS,Chandrasekaran VS.Behavior of marine sand-clay mixtures under static and cyclic triaxial shear[J].Journal of geotechnical andgeoenvironmental engineering,2005,131(2):213-222.
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