Experimental Study on the Minimum Required Specimen Width to Maximum Particle Size Ratio in Direct Shear Tests

被引:10
作者
Deiminiat, Akram [1 ]
Li, Li [1 ]
Zeng, Feitao [1 ]
机构
[1] Polytech Montreal, Dept Civil Geol & Min Engn, Res Inst Mines & Environm, Montreal, PQ H3T 1J4, Canada
来源
CIVILENG | 2022年 / 3卷 / 01期
基金
加拿大自然科学与工程研究理事会;
关键词
shear strength; direct shear tests; friction angle; specimen size effect; minimum required specimen sizes; ASTM D3080/D3080M-11; REPRESENTATIVE VOLUME ELEMENT; BEHAVIOR; DILATION; STRENGTH; SOIL;
D O I
10.3390/civileng3010005
中图分类号
TU [建筑科学];
学科分类号
0813 ;
摘要
Conducting laboratory direct shear tests on granular materials is a common practice in geotechnical engineering. This is usually done by following the ASTM D3080/D3080M-11 (hereafter named ASTM), which stipulates a minimum required value of 10 for specimen width (W) to the maximum particle size (dmax) ratio. Recently, a literature review performed by the authors showed that the minimum required W/dmax ratio given in the ASTM is not large enough to eliminate the specimen size effect (SSE). The minimum required W/dmax ratio of ASTM needs to be revised. In this study, a critical analysis is first made on existing data in order to identify the minimum required W/dmax ratio. The analysis shows that more experimental data obtained on specimens having W/dmax ratios between 10 and 50 are particularly necessary. To complete this need, a series of direct shear tests were performed on specimens having different dmax by using three shear boxes of different dimensions. The results show once again that the minimum required W/dmax ratio of 10, defined in the ASTM, is not large enough to eliminate the SSE. Further analysis on these and existing experimental results indicates that the minimum required W/dmax ratio to remove the SSE of friction angles is about 60. These results along with the limitations of this study are discussed.
引用
收藏
页码:66 / 84
页数:19
相关论文
共 79 条
[1]  
Abbas S.M., 2011, Behavior of Rockfill Materials (Based on Nature of Particles)
[2]   Role of soil inherent anisotropy in peak friction and maximum dilation angles of four sand-geosynthetic interfaces [J].
Afzali-Nejad, Aliyeh ;
Lashkari, Ali ;
Farhadi, Benyamin .
GEOTEXTILES AND GEOMEMBRANES, 2018, 46 (06) :869-881
[3]   Influence of particle shape on the shear strength and dilation of sand-woven geotextile interfaces [J].
Afzali-Nejad, Aliyeh ;
Lashkari, Ali ;
Shourijeh, Piltan Tabatabaie .
GEOTEXTILES AND GEOMEMBRANES, 2017, 45 (01) :54-66
[4]   Scale effects in rockfill behaviour [J].
Alonso, E. E. ;
Tapias, M. ;
Gili, J. .
GEOTECHNIQUE LETTERS, 2012, 2 :155-160
[5]  
[Anonymous], 1998, Soil Strength and Consolidation Tests-Determination of the Shear Strength of a Soil-Direct Shear Test Using a Shear Box
[6]  
[Anonymous], 1972, ASTM D3080-72
[7]  
[Anonymous], 2007, ASTM C29/C29M-17a
[8]  
[Anonymous], 2007, Eurocode 7-07
[9]  
[Anonymous], 2011, ASTM GEOTECHNICAL TE, P1, DOI [DOI 10.1520/D3080-04, 10.1520/D0559-03, DOI 10.1520/D0559-03]
[10]  
[Anonymous], 1990, BS 1377-90