Constitutive Behavior of Binary Mixtures of Kaolin and Glass Beads in Direct Shear

다국어 초록 (Multilingual Abstract)

Composite soils having a wide range of particle size may be the most commonly encountered materials in geotechnical engineering practice. This study involves 21 direct shear tests to investigate the constitutive behavior of composite soils within the normal stress range from 50 to 200 kPa. The samples are mixtures of fine (kaolin) and coarse (glass beads) fractions at various proportions. The properties of the samples considered in the investigation are particle size distribution, water content of sheared specimens, structural features of shear surface and residual shear strength. It is shown that the particle size distribution influences the void ratio produced with the same compaction effort. Increasing fine fraction from zero to a threshold value (approximately 20-30%)causes a decrease in void ratio of the mixture. Beyond this threshold, a further increase of fine fraction causes an increase in void ratio. High proportion of fine fraction causes: (1) lower water content of shear zones relative to outer zones, (2) densification process within shear zone, (3) well slickensided shear surfaces, and (4) shearing in sliding mode and hence low residual shear strength.

참고문헌 (Reference)

1 Dyskin, A. V., "Toughening by fragmentation – How topology helps" 3 (3): 885-888, 2001

2 Lupini, J. F., "The residual strength of soils" University of London 1980

3 Skempton, A. W, "The long term stability of clay slopes" 14 (14): 77-101, 1964

4 Lemos, L. J. L., "The effect of rate of shear on residual strength soil" University of London 1986

5 Lupini, J. F., "The drained residual strength of cohesive soils" 31 (31): 181-213, 1981

6 Simoni, A, "The direct shear strength and dilatancy of sand-gravel mixtures" 24 (24): 523-549, 2006

7 Tatsuoka, F., "Strength anisotropy and shear band direction in plane strain tests onsand" 30 (30): 35-54, 1990

8 American Society for Testing Methods, "Standard test methods for liquid limit, plastic limit, and plasticity index of soils" 4318-4310, 2010

9 American Society for Testing Methods, "Standard test method for direct shear test of soils under consolidated drained conditions" 2004

10 Bishop, A. W., "Shear strength parameters for undisturbed and remoulded specimens" 3-58, 1971

11 Liu, X. L., "Shear strength of slip soils containing coarse particles ofXietan landslide" 195-207, 2006

12 Brandon, T. L., "Review of landslide investigation, phase I - Part B, Olmstead locks and dams, Report Prepared for the Louisville District of the U.S" Army Corps of Engineers 1991

13 Kenney, T. C, "Residual strengths of mineral mixtures" 1 : 155-160, 1977

14 Wen, B. P, "Residual strength of slip zones of large landslides in the Three Gorges Area, China" 93 (93): 82-98, 2007

15 Skempton, A. W, "Residual strength of clays in landslides, folded strata and the laboratory" 35 (35): 3-8, 1985

16 Seycek, J, "Residual shear strength of soils" 17 (17): 73-75, 1978

17 Mesri, G, "Residual shear strength mobilized in first-time slope failure" 129 (129): 12-31, 2003

18 Day, R. W, "Relative compaction of fills having oversized particles" ASCE 115 (115): 1487-1491, 1989

19 Vallejo, L. E, "Porosity influence on the shear strength of granular material–clay mixtures" 58 (58): 125-136, 2000

20 Sharma, B, "Plastic limit, liquid limit and undrained shear strength of soil – reappraisal" 129 (129): 774-777, 2003

21 Rogers, C. D. F., "Particle packing from an earth science point of view" 36 (36): 59-82, 1994

22 Fukuoka, H., "Observation of shear zone development in ring-shear apparatus with a transparent shear box" 3 (3): 239-251, 2006

23 Oda, M, "Microscopic deformation mechanism of granular material in simple shear" 14 (14): 25-38, 1974

24 Taylor, D. W., "Fundamentals of soil mechanics" John Wiley and Sons 700-, 1948

25 Mitchell, J. K., "Fundamentals of soil behavior, 2nd Edition" John Wiley and Sons 1993

26 Vaughan, P. R., "Factors controlling the stability of clay fills in Britain"

27 Li, Y. R, "Effects of test conditions on shear behavior of composite soil" Geotech. Engrg., Proc. ICE

28 Wu, P. K., "Effects of specimen size and some other factors on the strength and deformation of granular soil in direct shear tests" ASTM 31 (31): 1-20, 2008

29 Shelly, T. L, "Effect of gravel on hydraulic conductivity of compacted soil liners" ASCE 119 (119): 54-68, 1993

30 Stark, T. D, "Drained residual strength of cohesive soils" ASCE 120 (120): 856-871, 1994

31 Jewell, R. A, "Direct shear tests on reinforced sand" 37 (37): 53-68, 1987

32 Voight, B, "Correlation between Atterberg plasticity limits and residual shear strength of natural soils" 23 (23): 265-267, 1973

33 Xu, Z., "Correcting method and error analysis for sample area in direct shear test" 36 (36): 658-662, 2007

34 British Standard Institution, "Code of practice for site investigations" 2010

35 Seed, H. B., "Clay mineralogical aspects of the Atterberg limits" 90 (90): 107-131, 1964

36 Li, Y. R, "Behavior of rounded granular materials in direct shear: mechanisms and quantification of fluctuations" 115 (115): 96-104, 2010

37 Tiwari, B, "A new method for the correlation of residual shear strength of the soil with mineralogy composition" 131 (131): 1139-1150, 2005

38 Shimobe, S, "A new classification chart for sand liquefaction, In Earthquake Geotechnical Engineering" The Netherlands 315-320, 1995

39 Hsu, T. S, "A general formula for determining density of compacted soils with oversize particles" 31 (31): 161-166, 1991