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Investigating the Effect of Particle Size on the Anisotropic Behavior of Saturated Sands, Using Hollow Cylindrical Torsional Shear Apparatus | ||
| AUT Journal of Civil Engineering | ||
| مقاله 5، دوره 4، شماره 4، اسفند 2020، صفحه 449-472 اصل مقاله (2.38 M) | ||
| نوع مقاله: Research Article | ||
| شناسه دیجیتال (DOI): 10.22060/ajce.2020.16390.5584 | ||
| نویسندگان | ||
| Alireza Mohammadi1؛ Hadi Bahadori* 2 | ||
| 1PhD Candidate, Civil Engineering Department, Urmia University, Urmia, Iran | ||
| 2Associate Professor, Civil Engineering Department, Urmia University, Urmia, Iran | ||
| چکیده | ||
| The inherent anisotropic behavior of sands and the grain size effects are studied in this paper. A series of undrained torsional shear tests with constant inclination angle (α°) and intermediate principalstress ratio (b) was conducted by hollow cylindrical torsional apparatus (HCTA) on four types of sand. This study furthers the knowledge on the dependency of steady states on anisotropy sands with different shape and size properties. In doing so, the direction of principal stress orientation is varied from 15° to 60°, for an intermediate principal stress ratio of 0.5 and 1.0 and constant initial confining pressure.The results show that by increasing the particle sizes, the behavior of sands changes from contractive behavior to fully hardening and dilative behavior. Also, it observed that the effect of anisotropy in coarse grain sands is more than fine grain sands. In this study two-dimensional image analysis has been adapted to classify particle shape properties. These morphological characteristics were determined from the analysis of scanning electron microscope images and were defined as sphericity and roundness.The results of the experiments on all four types of sand show that the anisotropy effects decrease by increasing the sphericity, but in coarse grain sands, the roundness of grains has no much effect on the behavior and anisotropy. | ||
| کلیدواژهها | ||
| Hollow cylindrical torsional apparatus (HCTA)؛ Inherent anisotropy؛ Sand؛ grain sizes؛ Undrained shear strength | ||
| مراجع | ||
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[1] C. Zarei, H. Soltani-Jigheh, K. Badv, Effect of Inherent Anisotropy on the Behavior of Fine-Grained Cohesive Soils, International Journal of Civil Engineering, 17(6) (2019) 687-697. [2] K. Ishihara, I. Towhata, Sand response to cyclic rotation of principal stress directions as induced by wave loads, Soils and foundations, 23(4) (1983) 11-26. [3] D. Pradel, K. Ishihara, M. Gutierrez, Yielding and flow of sand under principal stress axes rotation, Soils and Foundations, 30(1) (1990) 87-99. [4] T.B. Pradhan, F. Tatsuoka, N. HORII, Simple shear testing on sand in a torsional shear apparatus, Soils and Foundations, 28(2) (1988) 95-112. [5] S. Sivathayalan, Y. Vaid, Influence of generalized initial state and principal stress rotation on the undrained response of sands, Canadian Geotechnical Journal, 39(1) (2002) 63-76. [6] M. Symes, A. Gens, D. Hight, Undrained anisotropy and principal stress rotation in saturated sand, Geotechnique, 34(1) (1984) 11-27. [7] M. Uthayakumar, Y. Vaid, Static liquefaction of sands under multiaxial loading, Canadian Geotechnical Journal, 35(2) (1998) 273-283. [8] M. Yoshimine, K. Ishihara, W. Vargas, Effects of principal stress direction and intermediate principal stress on undrained shear behavior of sand, Soils and Foundations, 38(3) (1998) 179-188. [9] A. Saada, F. Townsend, State of the art: laboratory strength testing of soils, in: Laboratory shear strength of soil, ASTM International, 1981. [10] Z. Yang, X. Li, J. Yang, Undrained anisotropy and rotational shear in granular soil, Géotechnique, 57(4) (2007) 371-384. [11] H. Shahnazari, I. Towhata, Torsion shear tests on cyclic stress-dilatancy relationship of sand, Soils and Foundations, 42(1) (2002) 105-119. [12] H. Bahadori, A. GHALANDARZADEH, I. Towhata, Effect of non plastic silt on the anisotropic behavior of sand, Soils and Foundations, 48(4) (2008) 531-545. [13] N. Khayat, A. Ghalandarzadeh, M.K. Jafari, Grain shape effect on the anisotropic behaviour of silt–sand mixtures, Proceedings of the Institution of Civil Engineers-Geotechnical Engineering, 167(3) (2014) 281-296. [14] W. Holz, H. Gibbs, Triaxial shear tests on previous gravelly soils, J Soil Mech Found Div ASCE, 82(867) (1956) 1-867.822. [15] M. Frederick, Notes on the shape of particles and its influence on the properties of sands, Proc. of the Midland Soil Mechanics and Foundation Engineering Society, (1961) 157-162. [16] J. Kolbuszewski, M. Frederick, The significance of particle shape and size on the mechanical behaviour of granular materials, in: Proceedings of European conference on the soil mechanics and foundation engineering, 1963, pp. 253-263. [17] E. Zolkov, G. Wiseman, Engineering properties of dune and beach sands and the influence of stress history, in: Proc. of Sixth Int. Conf. on SMFE, 1965, pp. 134-138. [18] W. Kirkpatrick, Effects of grain size and grading on the shearing behaviour of granular materials, in: Proceedings of the Sixth International Conference on Soil Mechanics and Foundation Engineering, 1965, pp. 273-277. [19] N.D. Marschi, C.K. Chan, H.B. Seed, Evaluation of properties of rockfill materials, Journal of the Soil Mechanics and Foundations Division, 98(1) (1972) 95-114. [20] B. Chattopadhya, S. Saha, Effect of grain size of cohesionless soil on its shear strength characteristics, in: Geomech. 81 Proc. vol. 1, Symposium on Engineering Behaviour of Coarse Grained Soils, Boulders and Rock, 1981, pp. 291-297. [21] T. Sitharam, M. Nimbkar, Micromechanical modelling of granular materials: effect of particle size and gradation, Geotechnical & Geological Engineering, 18(2) (2000) 91-117. [22] M.N. Islam, A. Siddika, M.B. Hossain, A. Rahman, M.A. Asad, Effect of particle size on the shear strength behavior of sands, Australian Geomechanics, 46 (2019). [23] P. Vangla, G.M. Latha, Influence of particle size on the friction and interfacial shear strength of sands of similar morphology, International Journal of Geosynthetics and Ground Engineering, 1(1) (2015) 6. [24] W. Krumbein, L. Sloss, Stratigraphy and Sedimentation, Soil Science, 71 (1951) 401. [25] G.-C. Cho, J. Dodds, J.C. Santamarina, Particle shape effects on packing density, stiffness, and strength: natural and crushed sands, Journal of geotechnical and geoenvironmental engineering, 132(5) (2006) 591-602. [26] P.V. Lade, N.M. Rodriguez, Comparison of true triaxial and hollow cylinder tests on cross-anisotropic sand specimens, Geotechnical Testing Journal, 37(4) (2014) 585-596. [27] K. Ishihara, Liquefaction and flow failure during earthquakes, Geotechnique, 43(3) (1993) 351-451. [28] S.C. Chian, K. Tokimatsu, S.P.G. Madabhushi, Soil liquefaction–induced uplift of underground structures: physical and numerical modeling, Journal of Geotechnical and Geoenvironmental Engineering, 140(10) (2014) 04014057. [29] S. Ardeshiri-Lajimi, M. Yazdani, A. Assadi Langroudi, A Study on the liquefaction risk in seismic design of foundations, Geomechanics and Engineering, 11(6) (2016) 805-820. [30] J. Yang, L. Wei, Collapse of loose sand with the addition of fines: the role of particle shape, Géotechnique, (2012). [31] S.L. Kramer, H.B. Seed, Initiation of soil liquefaction under static loading conditions, Journal of Geotechnical Engineering, 114(4) (1988) 412-430. [32] D. Hight, J. Bennell, B. Chana, P. Davis, R. Jardine, E. Porovic, Wave velocity and stiffness measurements of the Crag and Lower London Tertiaries at Sizewell, Géotechnique, 47(3) (1997) 451-474. [33] P.V. Lade, L.B. Ibsen, A study of the phase transformation and the characteristic lines of sand behaviour, in: Proc. Int. Symp. on Deformation and Progressive Failure in Geomechanics, Nagoya, 1997, pp. 353-359. [34] Y. Vaid, S. Sivathayalan, Fundamental factors affecting liquefaction susceptibility of sands, Canadian Geotechnical Journal, 37(3) (2000) 592-606. [35] M. Yoshimine, P. Robertson, C. Wride, Undrained shear strength of clean sands to trigger flow liquefaction, Canadian Geotechnical Journal, 36(5) (1999) 891-906. [36] M. Yoshimine, K. Ishihara, Flow potential of sand during liquefaction, Soils and foundations, 38(3) (1998) 189-198. [37] S. Shibuya, D. Hight, R. Jardine, Local boundary surfaces of a loose sand dependent on consolidation path, Soils and Foundations, 43(3) (2003) 85-93. | ||
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