Critical state friction angle of sands

Geotechnique

Volumn 61, Issue 9, 2011, Pages 771-783

  Sadrekarimi, A ^a,b   Olson, S M ^c  

^a GOLDER ASSOCIATES LTD   (Canada)

^b UNIVERSITY OF ILLINOIS AT URBANA CHAMPAIGN   (United States)

^c University of Illinois at Urbana Champaign   (United States)

Author keywords

Compressibility; Deformation; Friction; Laboratory tests; Mineralogy; Sands

Indexed keywords

CRITICAL STATE; CRITICAL STATE FRICTION ANGLE; FRICTION ANGLES; LABORATORY TESTS; RING SHEAR TESTS; SAND FABRIC; STRESS LEVELS; STRESS PATHS; TRIAXIAL COMPRESSION; TRIAXIAL TEST; VOID RATIOS;

CRITICAL CURRENT DENSITY (SUPERCONDUCTIVITY); CRYSTALLOGRAPHY; FRICTION; MINERALOGY; MINERALS; SAND; TESTING;

TRIBOLOGY;

COMPRESSIBILITY; DEFORMATION; FRICTION; LABORATORY METHOD; LOADING; MINERALOGY; SAND; SANDY SOIL; SHEAR TEST; STRESS ANALYSIS; TRIAXIAL TEST; VOID RATIO;

EID: 79953102192     PISSN: 00168505     EISSN: 17517656     Source Type: Journal    
DOI: 10.1680/geot.9.P.090     Document Type: Article

References (82)

1. Alarcon-Guzman, A., Leonards, G. A. & Chameau, J. L. (1988). Undrained monotonic and cyclic strength of sands. J. Geotech. Engng Div. ASCE 114, No. 10, 1089-1109.
2. ASTM (2000). Standard test method for specific gravity of soil solids by water pycnometer, D854. West Conshohocken, PA: ASTM International.
3. ASTM (2008). Standard test method for bulk solids characterization by Carr indices, D6393. West Conshohocken, PA: ASTM International.
4. Barrett, P. J. (1980). The shape of rock particles, a critical review. Sedimentology 27, No. 3, 291-303.
5. Been, K. & Jefferies, M. G. (1985). A state parameter for sands. Géotechnique 35, No. 2, 99-112, doi: 10.1680/geot.1985.35.2.99.
6. Been, K., Jefferies, M. G. & Hachey, J. (1991). The critical state of sand. Géotechnique 41, No. 3, 365-381, doi: 10.1680/geot.1991.41.3.365.
7. Bishop, A. W. (1966). The strength of soils as engineering materials. Géotechnique 16, No. 2, 89-130, doi: 10.1680/geot.1966.16.2.89.
8. Bishop, A. W. (1971). The influence of progressive failure on the choice of the method of stability analysis. Géotechnique 21, No. 2, 168-173., doi: 10.1680/geot.1971.21.2.168
9. Bishop, A. W. & Green, G. E. (1965). The influence of end restraint on the compression strength of a cohesionless soil. Géotechnique 15, No. 3, 243-266, doi: 10.1680/geot.1965.15.3.243.
10. Bishop, A. W. & Henkel, D. J. (1962). The measurement of soil properties in the triaxial test, 2nd edn. London: Edward Arnold.
11. Bolton, M. D. (1986). The strength and dilatancy of sands. Géotechnique 36, No. 1, 65-78, doi: 10.1680/geot.1986.36.1.65.
12. Casagrande, A. (1936). Characteristics of cohesionless soils affecting the stability of slopes and earth fills. J. Boston Soc. Civ. Engrs; reprinted in Contributions to Soil Mechanics 1925-1940, pp. 257-276. Boston Society of Civil Engineers.
13. Castro, G., Enos, J. L., France, J. W. & Poulos, S. J. (1982). Liquefaction induced by cyclic loading, Report No. NSF/CEE-82018. Washington, DC: National Science Foundation.
14. Chan, L. C. Y. & Page, N. W. (1997). Particle fractal and load effects on internal friction in powders. Powder Technol. 90, No. 3, 259-266.
15. Colliat-Dangus, J.-L., Desrues, J. & Foray, P. (1988). Triaxial testing of granular soil under elevated cell pressure. In Advanced triaxial testing of soil and rocks (eds R. T. Donaghe, R. C. Chaney and M. L. Silver), ASTM STP 977, pp. 290-310. Philadelphia, PA: ASTM.
16. Cornforth, D. H. (1964). Some experiments on the influence of strain conditions on the strength of sand. Géotechnique 14, No. 2, 143-167, doi: 10.1680/geot.1964.14.2.143.
17. Cornforth, D. H. (1973). Prediction of drained strength of sand from relative density measurements. In Evaluation of relative density and its role in geotechnical projects involving cohesionless soils, ASTM STP 977, pp. 655-666. Philadelphia, PA: ASTM
18. Davis, E. H. (1968). Theories of plasticity and the failure of soil masses. In Soil mechanics: Selected topics (ed. I. K. Lee), pp. 341-380. London: Butterworth.
19. Dietz, M. S. & Lings, M. L. (2006). Postpeak strength of interfaces in a stress-dilatancy framework. J. Geotech. Geoenviron. Engng 132, No. 11, 1474-1484.
20. Dyvik, R. (1981). Strain and pore pressure behavior of fine grained soils subjected to cyclic shear loading. PhD thesis, Rensselaer Polytechnic Institute, Troy, NY.
21. Fukushima, S. & Tatsuoka, F. (1984). Strength and deformation characteristics of saturated sand at extremely low pressures. Soils Found. 24, No. 4, 30-48.
22. Green, G. E. (1971). Strength and deformation of sand measured in an independent stress control cell. Proceedings of the Roscoe Memorial Symposium: Stress-strain Behavior of Soils, Cambridge University, PP. 285-323.
23. Guo, P. & Su, X. (2007). Shear strength, interparticle locking, and dilatancy of granular materials. Can. Geotech. J. 44, No. 5, 579-591.
24. Hanzawa, H. (1980). Undrained strength and stability analysis for a quick sand. Soils Found. 20, No. 2, 17-29.
25. Haruyama, M. (1969). Effect of surface roughness on the shear characteristics of granular materials. Soils Found. 9, No. 4, 48-67.
26. Head, K. H. (2006). Manual of soil laboratory testing, 3rd edn. London: Whittles Publishing.
27. Holtz, R. D. & Kovacs, W. D. (1981). An introduction to geotechnical engineering. Englewood Cliffs, NJ: Prentice Hall.
28. Houlsby, G. T. (1986). A general failure criterion for frictional and cohesive materials. Soils Found. 26, No. 2, 97-101.
29. Hvorslev, M. J. (1939). Torsion shear tests and their place in the determination of shearing resistance of soils. Proc. ASTM 39, 999-1022.
30. Infante-Sedano, J. A. (1998). Constant volume ring shear test for sand. MSc thesis, University of Ottawa, Ottawa, Canada.
31. Insley, A. E. & Hillis, S. F. (1965). Triaxial shear characteristics of a compacted glacial till under unusually high confining pressure. Proc. 6th Int. Conf. Soil Mech. Found. Engng, Montreal, 1965, 244-248.
32. Ishihara, K. (1993). Liquefaction and flow failure during earthquakes. Géotechnique 43, No. 3, 351-415, doi: 10.1680/geot.1993.43.3.351.
33. Jefferies, M. & Been, K. (2006). Soil liquefaction: a critical state approach. London: Taylor & Francis.
34. Jefferies, M. & Shuttle, D. A. (2002). Dilatancy in general Cambridge- type models. Géotechnique 52, No. 9, 625-638, doi:10.1680/geot.2002.52.9.625.
35. Koerner, R. M. (1970). Behaviour of single mineral soils in triaxial shear. J. Soil Mech. Found. Div. ASCE 96, No. SM4, 1373-1390.
36. Kolymbas, D. & Wu, W. (1990). Recent results of triaxial tests with granular materials. Powder Technol. 60, No. 2, 99-119.
37. Lade, P. V. (1993). Initiation of static instability in the submarine Nerlerk berm. Can. Geotech. J. 30, No. 6, 895-904.
38. Lade, P. V. & Duncan, J. M. (1973). Cubical triaxial tests on cohesionless soils. J. Soil Mech. Found. Div. ASCE 99, No. SM10, 793-812.
39. Lade, P. V., Nam, J. & Hong, W. P. (2008). Shear banding and cross-anisotropic behavior observed in laboratory sand tests with stress rotation. Can. Geotech. J. 45, No. 1, 74-84.
40. Lancelot, L., Shahrour, I. & Al Mahmoud, M. (2006). Failure and dilatancy properties of sand at relatively low stresses. J. Engng Mech. ASCE 132, No. 12, 1396-1399.
41. Lee, K. L. & Seed, H. B. (1967). Drained strength characteristics of sands. J. Soil Mech. Found. Div. ASCE 93, No. SM6, 117-141.
42. Lings, M. L. & Dietz, M. S. (2004). An improved direct shear apparatus for sand. Géotechnique 54, No. 4, 245-256, doi:10.1680/geot.2004.54.4.245.
43. Liu, S. H. & Matsuoka, H. (2003). Microscopic interpretation on a stress-dilatancy relationship of granular materials. Soils Found. 43, No. 3, 73-84.
44. Lo, K. Y. & Roy, M. (1973). Response of particulate materials at high pressures. Soils Found. 13, No. 1, 61-76.
45. Luzzani, L. & Coop, M. R. (2002). On the relationship between particle breakage and the critical state of sands. Soils Found. 42, No. 2, 71-82.
46. Mandl, G., de Jong, L. N. J. & Maltha, A. (1977). Shear zones in granular material: an experimental study of their structure and mechanical genesis. Rock Mech. 9, No. 2-3, 95-144.
47. Mueller, C. G. (2000). Load and deformation response of tieback walls. PhD thesis, University of Illinois at Urbana-Champaign.
48. Murphy, D. J. (1970). Soils and rocks: Composition, confining level and strength. PhD thesis, Duke University.
49. Murthy, T. G., Loukidis, D., Carraro, J. A. H., Prezzi, M. & Salgado, R. (2007). Undrained monotonic response of clean and silty sands. Géotechnique 57, No. 3, 273-288, doi: 10.1680/geot.2007.57.3.273.
50. Negussey, D., Wijewickreme, W. K. D. & Vaid, Y. P. (1988). Constant volume friction angle of granular materials. Can. Geotech. J. 25, No. 1, 50-55.
51. Negussey, D., Wijewickreme, W. K. D. & Vaid, Y. P. (1989). Constant volume friction angle of granular materials: Reply. Can. Geotech. J. 26, No. 1, 172.
52. Ni, J., Li, Z. & Mendoza, C. (2004). Blown-sand transport rate. Earth Surface Processes and Landforms 29, No. 1, 1-14.
53. Olson, S. M. & Mattson, B. B. (2008). Mode of shear effects on yield and liquefied strength ratios. Can. Geotech. J. 45, No. 4, 574-587.
54. Olson, S. M. & Stark, T. D. (2003a). Yield strength ratio and liquefaction analysis of slopes and embankments. J. Geotech. Geoenviron. Engng ASCE 129, No. 8, 727-737.
55. Olson, S. M. & Stark, T. D. (2003b). Use of laboratory data to confirm yield and liquefied strength ratio concepts. Can. Geotech. J. 40, No. 6, 1164-1184.
56. Roscoe, K. H., Bassett, R. H. & Cole, E. R. (1967). Principal axes observed during simple shear of a sand. Proceedings of the geotechnical conference, Oslo, Vol. 1, pp. 231-237.
57. Rowe, P. W. (1962). The stress-dilatancy relation for static equilibrium of an assembly of particles in contact. Proc. R. Soc, London A 269, 500-527.
58. Sadrekarimi, A. (2009). Development of a new ring shear apparatus for investigating the critical state of sands. PhD thesis, University of Illinois at Urbana-Champaign, Urbana, IL.
59. Sadrekarimi, A. & Olson, S. M. (2009). A new ring shear device to measure the large displacement shearing behavior of sands. Geotech. Test. J. ASTM 32, No. 3, 197-208.
60. Sadrekarimi, A. & Olson, S. M. (2010a). Shear band formation observed in ring shear tests on sandy soils. J. Geotech. Geoenviron. Engng ASCE 136, No. 2, 366-375.
61. Sadrekarimi, A. & Olson, S. M. (2010b). Particle damage observed in ring shear tests on sands. Can. Geotech. J. 47, No. 5, 497-515.
62. Santamarina, J. C. & Cho, G. C. (2001). Determination of critical state parameters in sandy soils: simple procedure. Geotech. Test. J. 24, No. 2, 185-192.
63. Santamarina, J. C. & Cho, G. C. (2004). Soil behaviour: the role of particle shape. In Advances in geotechnical engineering: The Skempton Conference (eds R. J. Jardine, D. M. Potts and K. G. Higgins), Vol. 1, pp. 604-617. London: Thomas Telford.
64. Sasitharan, S., Robertson, P. K., Sego, D. C. & Morgenstern, N. R. (1993). Collapse behavior of sand. Can. Geotech. J. 30, No. 4, 569-577.
65. Sayao, A. S. F. & Vaid, Y. P. (1996). Influence of intermediate principal stress on the deformation response of sand. Can. Geotech. J. 33, No. 5, 822-828.
66. Schofield, A. N. & Wroth, C. P. (1968). Critical state soil mechanics. London: McGraw-Hill.
67. Shibuya, S. & Tatsuoka, F. (1989). Constant-volume friction angle of granular materials: Discussion. Can. Geotech. J. 26, No. 1, 170-171.
68. Skempton, A. W. (1985). Residual strength of clays in landslides, folded strata and the laboratory. Géotechnique 35, No. 1, 3-18, doi: 10.1680/geot.1985.35.1.3.
69. Sladen, J. A., D'Hollander, R. D. & Krahn, J. (1985). Back analysis of the Nerlerk berm liquefaction slides. Can. Geotech. J. 22, No. 4, 579-588.
70. Stroud, M. A. (1971). The behaviour of sand at low stress levels in the simple shear apparatus. PhD thesis, University of Cambridge.
71. Sture, S., Costes, N. C., Batiste, S. N., Lankton, M. R., Alshibli, K. A., Jeremic, B., Swanson, R. A. & Frank, M. (1998). Mechanics of granular materials at very low effective stresses. J. Aerospace Engng ASCE 11, No. 3, 67-72.
72. Sukumaran, B. & Ashmawy, A. K. (2001). Quantitative characterization of the geometry of discrete particles. Géotechnique 51, No. 7, 171-179, doi: 10.1680/geot.2001.51.7.171.
73. Tarantino, A. & Hyde, A. F. L. (2005). An experimental investigation of work dissipation in crushable materials. Géotechnique 55, No. 8, 575-584, doi: 10.1680/geot.2005.55.8.575.
74. Terzaghi, K., Peck, R. B. & Mesri, G. (1996). Soil mechanics in engineering practice, 3rd edn. London: Wiley.
75. Thornton, C. (2000). Numerical simulations of deviatoric shear deformation of granular media. Géotechnique 50, No. 1, 43-53, doi: 10.1680/geot.2000.50.1.43.
76. Vaid, Y. P. & Chern, J. C. (1985). Cyclic and monotonic undrained response of saturated sands. In Advances in the art of testing soils under cyclic conditions (ed. V. Khosla), pp. 120-147. ASCE.
77. Vaid, Y. P., Chung, E. K. F. & Kuerbis, R. H. (1990). Stress path and steady state. Can. Geotech. J. 27, No. 1, 1-7.
78. Vaid, Y. P., Sivathayalan, S. & Stedman, D. (1999). Influence of specimen-reconstituting method of the undrained response of sand. Geotech. Test. J. 22, No. 3, 187-195.
79. Verdugo, R. & Ishihara, K. (1996). The steady state of sandy soils. Soils Found. 36, No. 2, 81-91.
80. Wan, R. G. & Guo, R. G. (1999). A pressure and density dependent dilatancy model for granular materials. Soils Found. 39, No. 6, 1-12.
81. Yamamuro, J. A. & Lade, P. V. (1996). Drained sand behavior in axisymmetric tests at high pressures. J. Geotech. Engng ASCE 122, No. 2, 109-119.
82. Yamamuro, J. A. & Lade, P.V. (1997). Static liquefaction of very loose sands. Can. Geotech. J. 34, No. 6, 905-917.