Critical state friction angle of sands

The friction angle is the most important parameter used for analysing the response of sands to loading. However, its variation with stress level, fabric and particle damage has been debated. This study examines the yield and critical state friction angles of three sands using triaxial compression and ring shear tests. Only contractive responses were used to define the yield friction angles and the critical state friction angles from the triaxial tests. However, both contractive and dilative (through particle damage) specimens reached a critical state in the ring shear tests, and therefore critical state friction angles were defined from both dense and loose specimens. The yield friction angle was affected by the initial sand fabric, decreasing as the pre-shear void ratio increased. In contrast, the critical state friction angle from the ring shear tests was independent of stress paths analysed in this paper, independent of initial sand fabric, and decreased only slightly with stress level, becoming essent...

[1]  Alec Westley Skempton,et al.  Residual strength of clays in landslides, folded strata and the laboratory , 1985 .

[2]  Abouzar Sadrekarimi Development of a New Ring Shear Apparatus for Investigating the Critical State of Sands , 2009 .

[3]  N. Page,et al.  Particle fractal and load effects on internal friction in powders , 1997 .

[4]  Scott Michael Olson,et al.  Shear Band Formation Observed in Ring Shear Tests on Sandy Soils , 2010 .

[5]  Dawit Negussey,et al.  CONSTANT-VOLUME FRICTION ANGLE OF GRANULAR MATERIALS , 1988 .

[6]  A. Bishop The Strength of Soils as Engineering Materials , 1966 .

[7]  Jacques Desrues,et al.  Triaxial testing of granular soil under elevated cell pressure , 1988 .

[8]  Scott Michael Olson,et al.  A New Ring Shear Device to Measure the Large Displacement Shearing Behavior of Sands , 2009 .

[9]  Jerry A. Yamamuro,et al.  Static liquefaction of very loose sands , 1997 .

[10]  J. A. Sladen,et al.  Back analysis of the Nerlerk berm liquefaction slides , 1985 .

[11]  Zhenshanl Li,et al.  Blown‐sand transport rate , 2004 .

[12]  Kenji Ishihara,et al.  THE STEADY STATE OF SANDY SOILS , 1996 .

[13]  John S. Rowlinson,et al.  Chapter 3 – The critical state , 1982 .

[14]  Matt S Dietz,et al.  Postpeak Strength of Interfaces in a Stress-Dilatancy Framework , 2006 .

[15]  Dimitrios Kolymbas,et al.  Recent results of triaxial tests with granular materials , 1990 .

[16]  CONSTANT-VOLUME FRICTION ANGLE OF GRANULAR MATERIALS: REPLY , 1989 .

[17]  A. Bishop,et al.  The Influence of End Restraint on the Compression Strength of a Cohesionless Soil , 1965 .

[18]  Peter K. Robertson,et al.  Collapse behavior of sand , 1993 .

[19]  Ken Been,et al.  A STATE PARAMETER FOR SANDS , 1985 .

[20]  Gye-Chun Cho,et al.  DETERMINATION OF CRITICAL STATE PARAMETERS IN SANDY SOILS - SIMPLE PROCEDURE , 2001 .

[21]  M. Roy,et al.  RESPONSE OF PARTICULATE MATERIALS AT HIGH PRESSURES , 1973 .

[22]  Hajime Matsuoka,et al.  MICROSCOPIC INTERPRETATION ON A STRESS-DILATANCY RELATIONSHIP OF GRANULAR MATERIALS , 2003 .

[23]  R. H. Kuerbis,et al.  STRESS PATH AND STEADY STATE , 1990 .

[24]  Xubin Su,et al.  Shear strength, interparticle locking, and dilatancy of granular materials , 2007 .

[25]  Benjamin B. Mattson,et al.  Mode of shear effects on yield and liquefied strength ratios , 2008 .

[26]  A. Casagrande,et al.  Characteristics of cohesionless soils affecting the stability of slopes and earth fills , 1940 .

[27]  M. Jefferies,et al.  Dilatancy in general Cambridge-type models , 2002 .

[28]  Matthew Richard Coop,et al.  On the Relationship between Particle Breakage and the Critical State of Sands , 2002 .

[29]  M. Stroud,et al.  The behaviour of sand at low stress levels in the simple-shear apparatus , 1971 .

[30]  J. L. Chameau,et al.  Undrained Monotonic and Cyclic Strength of Sands , 1988 .

[31]  G. Mandl,et al.  Shear zones in granular material , 1977 .

[32]  P. Guo,et al.  A Pressure and Density Dependent Dilatancy Model for Granular Materials , 1999 .

[33]  P. Lade,et al.  Shear banding and cross-anisotropic behavior observed in laboratory sand tests with stress rotation , 2008 .

[34]  D. Cornforth,et al.  PREDICTION OF DRAINED STRENGTH OF SANDS FROM RELATIVE DENSITY MEASUREMENTS , 1973 .

[35]  Ken Been,et al.  Soil Liquefaction: A Critical State Approach , 2006 .

[36]  Poul V. Lade,et al.  Initiation of static instability in the submarine Nerlerk berm , 1993 .

[37]  E. H. Davis,et al.  Theories of plasticity and the failure of soil masses , 1968 .

[38]  Boris Jeremić,et al.  MECHANICS OF GRANULAR MATERIALS AT Low EFFECTIVE STRESSES , 1998 .

[39]  A Sãyao,et al.  Effect of intermediate principal stress on the deformation response of sand , 1996 .

[40]  Timothy D. Stark,et al.  YIELD STRENGTH RATIO AND LIQUEFACTION ANALYSIS OF SLOPES AND EMBANKMENTS , 2003 .

[41]  Timothy D. Stark,et al.  Use of laboratory data to confirm yield and liquefied strength ratio concepts , 2003 .

[42]  P. W. Rowe The stress-dilatancy relation for static equilibrium of an assembly of particles in contact , 1962, Proceedings of the Royal Society of London. Series A. Mathematical and Physical Sciences.

[43]  C. Thornton NUMERICAL SIMULATIONS OF DEVIATORIC SHEAR DEFORMATION OF GRANULAR MEDIA , 2000 .

[44]  P. Barrett The shape of rock particles, a critical review , 1980 .

[45]  Yoginder P. Vaid,et al.  Influence of Specimen-Reconstituting Method on the Undrained Response of Sand , 1999 .

[46]  A. Schofield,et al.  Critical State Soil Mechanics , 1968 .

[47]  Jerry A. Yamamuro,et al.  DRAINED SAND BEHAVIOR IN AXISYMMETRIC TESTS AT HIGH PRESSURES , 1996 .

[48]  Motohisa Haruyama EFFECT OF SURFACE ROUGHNESS ON THE SHEAR CHARACTERISTICS OF GRANULAR MATERIALS , 1969 .

[49]  A. W. Bishop,et al.  The Influence of Progressive Failure on the Choice of the Method of Stability Analysis , 1971 .

[50]  Isam Shahrour,et al.  Failure and Dilatancy Properties of Sand at Relatively Low Stresses , 2006 .

[51]  Hideo Hanzawa,et al.  Undrained Strength and Stability Analysis for a Quick Sand , 1980 .

[52]  D. Humphrey Strength and Deformation , 2002 .

[53]  S. Olson,et al.  Particle damage observed in ring shear tests on sands , 2010 .

[54]  R. Dyvik Strain and pore pressure behavior of fine grained soils subjected to cyclic shear loading , 1981 .

[55]  K. Terzaghi,et al.  Soil mechanics in engineering practice , 1948 .

[56]  Ken Been,et al.  The critical state of sands , 1991 .

[57]  B. Sukumaran,et al.  Quantitative characterisation of the geometry of discrete particles , 2001 .

[58]  Guy T. Houlsby A General Failure Criterion for Frictional and Cohesive Materials , 1986 .

[59]  D. H. Cornforth,et al.  SOME EXPERIMENTS ON THE INFLUENCE OF STRAIN CONDITIONS ON THE STRENGTH OF SAND , 1964 .

[60]  M. Bolton THE STRENGTH AND DILATANCY OF SANDS , 1986 .

[61]  Fumio Tatsuoka,et al.  Strength and deformation characteristics of saturated sand at extremely low pressures , 1984 .

[62]  Rodrigo Salgado,et al.  Undrained monotonic response of clean and silty sands , 2007 .

[63]  K. Ishihara Liquefaction and flow failure during earthquakes. , 1993 .