Abstract
Post-peak flow instability of six sands notably different in terms of average particle shape characteristics, gradation, and mineralogy was investigated. Tests were carried out under constant volume condition using a NGI-type direct simple shear apparatus. The testing program covers wide ranges of initial void ratios and vertical effective stresses. Experimental findings confirm that the critical state parameters of the test sands depend strongly on the average particle morphologic characteristic factors. For specimens in loose state, it is shown that stress ratio at the onset of flow instability, normalized constant volume peak shear strength, brittleness index, and the normalized pore water pressure of the tested sands are interrelated with the particles’ morphologic factors.
Similar content being viewed by others
References
Alipour MJ, Lashkari A (2018) Sand instability under constant shear drained stress paths. Int J Solids Struct 150:66–82
Andrade JE, Ramos AM, Lizcano A (2013) Criterion for flow liquefaction instability. Acta Geotech 8:525–535
Barati S (2018) Improvement of Golgohar mine tailings for construction purposes. M.Sc. thesis, Shiraz University, Iran
Been K, Jefferies MG (1985) A state parameter for sands. Géotechnique 35(2):99–112
Bishop AW (1971) Shear strength parameters for undisturbed and remoulded soil specimens. In: Parry RHG (ed.) Proceedings on Roscoe Memorial symposium. Cambridge University Press, Cambridge, pp 3–58
Bobei DC, Lo SR, Wanatowski D, Gnanendran CT, Rahman MM (2009) Modified state parameter for characterizing static liquefaction of sand with fines. Can Geotech J 46:281–295
Budhu M (1988) Failure state of a sand in simple shear. Can Geotech J 23:395–400
Cho G, Dodds J, Santamarina JC (2006) Particle shape effects on packing density, stiffness and strength: natural and crushed sands. J Geotech Geoenviron Eng 132(5):591–602
Chu J, Wanatowski D (2009) Effect of loading mode on strain softening and instability of sand in plane-strain tests. J Geotech Geoenviron Eng 135(1):108–120
Chu J, Wanatowski D (2014) Difficulties in the determination of post-liquefaction strength for sand. Géotech Lett 4:57–61
Chu J, Leroueil S, Leong WK (2003) Unstable behavior of sand and its implication for slope instability. Can Geotech J 40:873–885
Dai BB, Yang J, Zhou CY (2016) Observed effects of interparticle friction and particle size on shear behavior of granular materials. Int J Geomech 16:1. https://doi.org/10.1061/(ASCE)GM.1943-5622.0000520
Dyvik R, Berre T, Lacasse S, Raadim B (1987) Comparison of truly undrained and constant volume direct simple shear tests. Géotechnique 37(1):3–10
Fear CD, Robertson PK (1995) Estimating the undrained strength of sand: a theoretical framework. Can Geotech J 32(5):859–870
Finn WDL, Vaid YP (1977) Liquefaction potential from drained constant volume cyclic simple shear tests. In: Proceedings on 6th world conference on earthquake engineering, New Delhi, pp 2157–2162
Hubler JF, Athanasopoulos-Zekkos A, Zekkos D (2017) Monotonic, cyclic, and postcyclic simple shear response of three uniform gravels in constant volume condition. J Geotech Geoenviron Eng. https://doi.org/10.1061/(asce)gt.1943-5606.0001723
Ishihara K (1993) Liquefaction and flow failure during earthquake. Géotechnique 43(3):351–414
ISO (2008) ISO 9276-6:2008. Representation of results of particle size analysis—part 6: descriptive and quantitative representation of particle shape and morphology. ISO, Geneva
Jefferies M, Been K (2006) Soil liquefaction: a critical state approach. Taylor and Francis, London
Jerves AX, Kawamoto RY, Andrade JE (2016) Effects of grain morphology on critical state: a computational analysis. Acta Geotech 11(3):493–503
Jiang MD, Yang ZX, Barreto D, Xie YH (2018) The influence of particle-size distribution on critical state behavior of spherical and non-spherical particle assemblies. Granular Matter 20:80
Kato S, Ishihara K, Towhata I (2001) Undrained shear characteristics of saturated sand under anisotropic consolidation. Soils Found 41(1):1–11
Ladd R (1978) Preparing test specimens using undercompaction. Geotech Test J 1(1):16–23
Lade PV, Nelson RB, Ito YM (1988) Instability of granular materials with nonassociated flow. J Eng Mech 14:2173–2191
Lashkari A (2014) Recommendations for extension and re-calibration of an existing sand constitutive model taking into account varying non-plastic fines content. Soil Dyn Earthq Eng 61–62:212–238
Lashkari A, Karimi A, Fakharian K, Kaviani-Hamamedani F (2017) Prediction of undrained behavior of isotropically and anisotropically consolidated Firoozkuh sand: instability and flow liquefaction. Int J Geomech 17(10):1–17
Lashkari A, Yaghtin MS (2018) Sand flow liquefaction instability under shear-volume coupled strain paths. Géotechnique 68(11):1002–1024
Lashkari A, Khodadadi M, Binesh SM, Rahman MdM (2019) Instability of particulate assemblies under constant shear drained stress path: DEM approach. ASCE Int J Geomech 19(6):1–21
Li G, Liu Y-J, Dano C, Hicher P-Y (2014) Grading-dependent behavior of granular materials: from discrete to continuous modeling. J Eng Mech. https://doi.org/10.1061/(ASCE)EM.1943-7889.0000866
Li Y, Yang Y, Yu H-S, Roberts G (2017) Monotonic direct simple shear tests on sand under multidirectional loading. Int J Geomech. https://doi.org/10.1061/(asce)gm.1943-5622.0000673
Mitchell JK, Soga K (2005) Fundamentals of soil behavior, 3rd edn. Wiley, New York
Monkul MM, Gültekin C, Gülver M, Akın Ö, Eseller-Bayat E (2015) Estimation of liquefaction potential from dry and saturated sandy soils under drained constant volume cyclic simple shear loading. Soil Dyn Earthq Eng 75:27–36
Muir Wood D, Maeda K (2008) Changing grading of soil: effect on critical states. Acta Geotech 3:3–14
Najma A, Latifi M (2017) Predicting flow liquefaction, a constitutive model approach. Acta Geotech 12(4):793–808
Olson SM, Stark TD (2002) Liquefied strength ratio from liquefaction flow failure case histories. Can Geotech J 39:629–647
Olson SM, Stark TD, Walton WH, Castro GC (2000) 1907 static liquefaction flow failure of the north dike of Wachusett dam. J Geotech Geoenviron Eng 126(12):1184–1193
Rahman MdM, Lo SR, Baki MdAL (2011) Equivalent granular state parameter and undrained behavior of sand-fines mixtures. Acta Geotech 6:183–194
Rousé PC, Fannin RJ, Shuttle DA (2008) Influence of roundness on the void ratio and strength of uniform sand. Géotechnique 58(3):227–231
Sadrekarimi A (2013) Influence of state and compressibility on liquefied strength of sands. Can Geotech J 50(10):1067–1076
Sadrekarimi A (2014) Effect of mode of shear on static liquefaction analysis. J Geotech Geoenviron Eng. https://doi.org/10.1061/(ASCE)GT.1943-5606.0001182
Sadrekarimi A, Olson SM (2011) Yield strength ratios, critical strength ratios, and brittleness of sandy soils from laboratory tests. Can Geotech J 48:493–510
Sahebkar-Khorasani SS (2019) Experimental study of the influence of non-plastic silts on the constant volume behavior of Firoozkuh sand under direct simple shear mode. M.Sc. thesis, Shiraz University of Technology, Shiraz, Iran
Shafiee A, Stewart JP, Venugopal R, Brandenberg SJ (2017) Adaptation of broadband simple shear device for constant volume and stress-controlled testing. Geotech Test J 40(1):15–28
Sladen JA, D’Hollander RD, Krahn J (1985) The liquefaction of sands, a collapse surface approach. Can Geotech J 22:564–578
Thornton C (2000) Numerical simulations of deviatoric shear deformation of granular media. Géotechnique 50(1):43–53
Vahidi-Nia F, Lashkari A, Binesh SM (2015) An insight into the mechanical behavior of binary granular soils. Particuology 21:82–89
Wadell H (1932) Volume, shape and roundness of rock particles. J Geol 40(5):443–451
Wanatowski D, Chu J (2007) Static liquefaction of sand in plane strain. Can Geotech J 44:299–313
Wei LM, Yang J (2014) On the role of grain shape in static liquefaction of sand-fine mixtures. Géotechnique 64(9):740–745
Wood DM, Drescher A, Budhu M (1979) On the determination of the stress state in the simple shear apparatus. Geotech Test J 2(4):211–221
Xiao Y, Long L, Evans M, Zhou H, Liu H, Stuedlein AW (2019) Effect of particle shape on stress-dilatancy responses of medium-dense sands. J Geotech Geoenviron Eng 145(2):04018105
Yang J (2002) Non-uniqueness of flow liquefaction line for loose sand. Géotechnique 52(10):757–760
Yang J, Wei LM (2012) Collapse of loose sand with the addition of fines: the role of particle shape. Géotechnique 62(12):1111–1125
Yang J, Luo XD (2015) Exploring the relationship between critical state and particle shape for granular materials. J Mech Phys Solids 84:196–213
Yang J, Luo XD (2018) The critical state friction angle of granular materials: does it depend on grading? Acta Geotech 13(3):535–547
Yoshimine M, Ishihara K, Vargas W (1998) Effects of principal stress direction and intermediate principal stress on undrained shear behavior of sand. Soil Found 38(3):179–188
Yoshimine M, Robertson PK, Wride CE (1999) Undrained shear strength of clean sands to trigger flow liquefaction. Can Geotech J 36:891–906
Zheng J, Hryciw RD (2015) Traditional soil particle sphericity, roundness and surface roughness by computational geometry. Géotechnique 65(6):494–506
Zheng J, Hryciw RD (2018) Identification and characterization of particle shapes from images of sand assemblies using pattern recognition. J Comput Civ Eng 04018016:1–16
Acknowledgement
The authors would like to acknowledge the technical support of Global MTM Company concerning the apparatus and technical support.
Author information
Authors and Affiliations
Corresponding author
Additional information
Publisher's Note
Springer Nature remains neutral with regard to jurisdictional claims in published maps and institutional affiliations.
Electronic supplementary material
Below is the link to the electronic supplementary material.
Rights and permissions
About this article
Cite this article
Lashkari, A., Falsafizadeh, S.R., Shourijeh, P.T. et al. Instability of loose sand in constant volume direct simple shear tests in relation to particle shape. Acta Geotech. 15, 2507–2527 (2020). https://doi.org/10.1007/s11440-019-00909-4
Received:
Accepted:
Published:
Issue Date:
DOI: https://doi.org/10.1007/s11440-019-00909-4