Direct Shear Test for Coarse Granular Soil
AbstractA large direct shear apparatus was used to test coarse granular soil. In shear tests with a small shear box, deformation in shear band is homogeneous and stress–dilatancy relationships at pre-peak and post-peak phases of shearing are similar. However, in tests with a large shear box, the pre-peak and post-peak stress–dilatancy relationships are different. Using frictional state theory, it has been shown that the stress–dilatancy relationship for the large shear box is different from that for the small one conventionally used in direct shear tests, which suggests higher non-homogeneity deformation in the shear band in a large shear box in comparison to that in a small one. Parameter α of frictional state theory equals zero for the small and large shear boxes at failure. Parameter β = 1.4 for the small shear box and is a function of initial moisture and compaction for the large shear box. Average values of β range between 2.27 and 2.52 for dry coarse granular soil and between 2.17 and 2.30 for wet one. The value of critical frictional state angle Φ°= 41.2° of tested coarse granular soil is independent of soil moisture and compaction. The influence of the box’s size on stress–dilatancy relationship has also been observed in the previous studies.
|Journal series||International Journal of Civil Engineering, ISSN 1735-0522, e-ISSN 2383-3874, (N/A 100 pkt)|
|Publication size in sheets||0.50|
|Keywords in English||Large direct shear Dilatancy Frictional state Coarse granular soil Stress–dilatancy|
|Internal identifier||ROC 19-20|
|Score|| = 18.0, 31-05-2019, manual|
= 100.0, 14-02-2020, ArticleFromJournal
|Publication indicators||: 2018 = 1.434; : 2016 = 0.624 (2) - 2016=0.718 (5)|
* presented citation count is obtained through Internet information analysis and it is close to the number calculated by the Publish or Perish system.