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本文对取自不同地区的两种弱胶结结构性软黏土原状(undisturbed)样、重塑(remolded)样和泥浆(reconstituted)样进行了单向压缩和三轴剪切试验,分别得到土样的压缩曲线和应力-应变曲线。试验结果表明:原状样的压缩曲线为陡降型曲线,而不同制样土样的压缩曲线存在明显的差异;由于孔隙比和孔径分布对土体抗剪强度的综合影响,不仅导致相同围压下三轴剪切时孔隙比不同的重塑样和原状样强度差异较大,且孔隙比相近的不同土样的强度也存在不同程度的差异;若同一孔隙比下,两种软黏土的不同制样土样的强度关系均为原状样的强度最高,重塑样的强度最低,并可通过相近孔隙比下孔径大于0.2μm的孔隙体积量和孔径分布均匀性可合理地解释三种制样土样强度高低的关系。由于不同制样土样的孔径分布的差异不会随固结压力的增大而消失,本文用参考孔隙比e*10,简单表示土的孔隙比及孔径分布(即组构)参数,对压缩和剪切试验结果进行归一化整理后,发现不同土样的试验结果可归一化为相关度高的e/e*10-logσv曲线和ef/e*10-log qf曲线,证明结构屈服应力后,不同土样变形和强度差异主要是由孔隙比及孔径分布(即组构)的不同引起的,用参考孔隙比e*10简单表示土的组构参数是有效的。
In this paper, unidirectional compression and triaxial shear tests were carried out on undisturbed, remolded and reconstituted samples of two weakly cemented structured soft clay from different regions, Compression curves and stress-strain curves. The experimental results show that the compression curve of the original sample is a steep drop curve, while the compression curves of different sample samples show obvious differences. Because of the combined effect of void ratio and pore size distribution on the shear strength of the soil, not only the same confining pressure Under the triaxial shear, the void ratio is different from that of the remodeled sample and the original sample, and the strength of different soil samples with similar void ratio also has different degrees of difference. If the same void ratio, the difference between the two soft clay The strength of the sample-made soil samples are the highest intensity of the original sample, the lowest strength of the remodeled sample, and can be reasonably explained by the pore volume and pore size distribution uniformity of pore diameter greater than 0.2μm at similar void ratio The relationship between the strength of soil samples. Because the difference of pore size distribution of different sample preparation samples does not disappear with the increase of consolidation pressure, this paper simply expresses the void ratio and pore size distribution (ie, texture) parameters of soil with reference void ratio e * 10, And shear test results were normalized and found that the test results of different soil samples can be normalized to the correlation of e / e * 10-logσv curve and the ef / e * 10-log qf curve to prove that the structure yield After stress, the difference of deformation and strength of different soil samples is mainly caused by the difference of pore ratio and pore size distribution (ie, structure). It is effective to simply represent the soil parameters by reference porosity ratio e * 10.