[1] Castro.G., "Liquefaction of Sands", Harvard Univ, Cambridge, (1969)
[2] Castro.G., “Liquefaction and cyclic mobility”, ASCE J Geotech Eng, 101 (1975) 551-569.
[3] K. Been, M.G. Jefferies, “A state parameter for sands”, Geotechnique, 35 (1985) 99-112.
[4] k. Been, M.G. Jefferies, J. Hachey, “The critical state of sands”, Geotechnique, 41(3) (1991) 365-381.
[5] X. Gu, M. Huang, J. Qian, “DEM investigation on the evolution of microstructure in granular soils under shearing”, Granular Matter, 16 (2014) 91-106.
[6] T.G. Sitharam, J.S. Vinod, “Critical state behaviour of granular materials from isotropic and rebounded paths: DEM simulations”, Granular Matter, 11 (2009) 33-42.
[7] Bahadori H, Ghalandarzadeh A, T. I., “Effect of non plastic silt on the anisotropic behavior of sand”, Soils and Foundations, 48 (2008) 531-545.
[8] Rahman MM, Lo SR, B. MAL., “Equivalent granular state parameter and undrained behavior of sand-fines mixtures”, Acta geotechnica, 6 (2011) 183–194.
[9] A. Lashkari, “On the modeling of the state dependency of granular soils”, Computers and Geotechnics, 36 (2009) 1237-1245.
[10] A. Lashkari, A. Karimi, K. Fakharian, F. KavianiHamedani, ”Prediction of undrained behavior of isotropically and anisotropically consolidated Firoozkuh sand: instability and flow liquefaction”, ASCE International Journal of Geomechanics, 17(10) (2017) 04017083.
[11] A. Ayoubian, "Triaxial testing on very loose sands for flow liquefaction analyses", Univ. of Alberta, Edmonton, Alta, (1996).
[12] X.S. Li, Y. Wang, “Linear representation of steadystate line for sand”, Journal of Geotechnical and Geoenvironmental Engineering, 124 (1998).
[13] A. Mohammadi, A. Qadimi, “Characterizing the process of liquefaction initiation in Anzali shore sand through critical state soil mechanics”, Soil Dynamics and Earthquake Engineering, 77 (2015) 152-163.
[14] K. Farahmand, A. Lashkari, G. A, “Firoozkuh Sand: Introduction of a Benchmark for Geomechanical Studies”, Iranian Journal of Science and Technology, Transactions of Civil Engineering, 40 (2016) 133-148.
[15] T.T. Ng, “Discrete element method simulations of the critical state of a granular material”, International Journal of Geomechanics, 9 (2009) 209-216.
[16] F. Vahidi-Nia, A. Lashkari, S.M. Binesh, “An insight into the mechanical behavior of binary granular soils”, Particuology, 21 (2015) 82-89.
[17] G.-C. Cho, J. Dodds, 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.
[18] A. Tsomokos, V.A. Georgiannoua, “Effect of grain shape and angularity on the undrained response of fine sands”, Canadian Geotechnical Journal, 47 (2010) 539-551.
[19] A. Borhani, K. Fakharian, “Effect of Particle Shape on Dilative Behavior and Stress Path Characteristics of Chamkhaleh Sand in Undrained Triaxial Tests”, International journal of civil engineering, 14 (2016) 197-208.
[20] J. Yang, X.D. Luo, “Exploring the relationship between critical state and particle shape for granular materials”, Journal of the Mechanics and Physics of Solids, 84 (2015) 196-213.
[21] N. Fatin, R. Matthew, N. Vasiliki, “Effect of particle shape on the mechanical behavior of natural sands”, Journal of Geotechnical and Geoenvironmental Engineering, 142 (2016).
[22] Y.H. Xie, Z.X. Yang, D. Barreto, M.D. Jiang, “The influence of particle geometry and the intermediate stress ratio on the shear behavior of granular materials”, Granular Matter, (2017) 19-35.
[23] P.A. Cundall, “A computer model for simulating progressive large scale movements in blocky rock system”, in: In proc. Of Symposium of the international Society for Rock Mechanics, France, 1971.
[24] P.A. Cundall, O.D.L. Strack, “A discrete numerical model for granular assemblies”, Geotechnique, 29(1) (1979) 47-65.
[25] A.A. Mirghasemi, L. Rothenburg, E.L. Matyas, “Numerical simulation of assemblies of twodimensional polygon-shaped particles and effects of confining pressure on shear strength”, Solid Sand Foundation, 37(3) (1997) 43-52.
[26] S. Abedi, A.A. Mirghasemi, “Particle shape consideration in numerical simulation of assemblies of irregularly shaped particles”, Particuology, (2011) 387-397.
[27] E. Seyedi hoseininia, A.A. Mirghasemi, “Effect of particle breakage on the behavior of simulated angular particle assemblies”, China Particuology, 5(5) (2007) 328-336.
[28] E. Seyedi hoseininia, A.A. Mirghasemi, “Numerical simulation of breakage of two-dimensional polygonshaped particles using discrete element method”, Powder Technology, 166(2) (2006) 100-112.
[29] E. Seyedi hoseininia, “Investigating the micromechanical evolutions within inherently anisotropic granular materials using discrete element method”, Granular Matter, 14 (2012) 483-503.
[30] E. Seyedi hoseininia, “Discrete element modeling of inherently anisotropic granular assemblies with polygonal particles”, Particuology, 10 (2012) 542-552.
[31] E. Seyedi hoseininia, “Stress–force–fabric relationship for planar granular materials”, Ge´otechnique, 10 (2013) 830-841.
[32] E. Seyedi hoseininia, “A micromechanical study on the stress rotation in granular materials due to fabric evolution”, Powder Technology, 283 (2015) 462-474.
[33] R. Dorby, T.-T. NG, “Discrete Modelling of StressStrain Behavior of Granular Media at Small and Large Strains”, Engineering Computations, 9 (1992) 129-143.
[34] P. Dubujet, F. Dedecker, “Micro-mechanical analysis and modelling of granular materials loaded at constant volume”, Granular Matter, 1 (1998) 129-136.
[35] G. Gong, "DEM Simulations of Drained and Undrained Behavior", The University of Birmingham, (2008).
[36] T.G. Sitharam, S.V. Dinesh, “Numerical simulation of liquefaction behaviour of granular materials using Discrete Element Method”, Earth Planet Science, 112(3) (2003) 479-484.
[37] J. Katagiri, T. Matsushima, Y. Yamada, “Simple shear simulation of 3D irregularly-shaped particles by image-based DEM”, Granular Matter, 12 (2010) 491497.
[38] J. Zhao, N. Guo, “Signature of Anisotropy in Liquefiable Sand Under Undrained Shear”, Advances in Bifurcation and Degradation in Geomaterials, (2011).
[39] A. Soroush, B. Ferdowsi, “Three dimensional discrete element modeling of granular media under cyclic constant volume loading: A micromechanical perspective”, Powder Technology, 212 (2011) 1-16.
[40] G. Gong, X. Zha, “DEM simulation of liquefaction for cohesionless media at grain scale”, Journal of Central South University, 19 (2012) 2643–2649.
[41] G. Gong, “DEM Simulations of Granular Soils under Undrained Triaxial Compression and Plane Strain”, Journal of Applied Mathematics and Physics, 3 (2015)1003-1009 .
[42] U. El Shamy, M. Zeghal, “Coupled ContinuumDiscrete Model for Saturated Granular Soils”, Journal of Engineering Mechanics, 131(4) (2005).
[43] M. Zeghal, U. El Shamy, “Liquefaction of saturated loose and cemented granular soils”, Powder Technology, 184 (2008) 254–265.
[44] G. Liu, G. Rong, J. Peng, C. Zhou, “Numerical simulation on undrained triaxial behavior of saturated soil by a fluid coupled-DEM model”, Engineering Geology, 193 (2015) 256-266.
[45] R. Shafipour, A. Soroush, “Fluid coupled-DEM modelling of undrained behavior of granular media”, Computers and Geotechnics, 35 (2008) 673-685.
[46] Y. Khalili, A. Mahbobi, “Discrete simulation and micromechanical analysis of two-dimensional saturated granular media”, Particuology, 15 (2014) 138-150.
[47] L. Rothenburg, E.L. Matyas, “Statistical aspects of flow in a random network of channels”, Stochastic Hydrology and Hydraulics, 1 (1987) 217-240.
[48] S. Thallak, "Numerical simulation of hydraulic fracturing in granular media", PhD thesis, University of Waterloo, (1991).
[49] O.R.R. Bonilla, "Numerical Simulations of Undrained Granular Media", University of Waterloo, (2004).
[50] M. Khabazian, E. Seyedi hoseininia, "Numerical simulation of undrained behavior of granular material with polygonal particles by discrete element method (DEM)", Modares Civil Engineering journal, (In Persian) (2018).
[51] J. Pfitzner, “Poiseuille and his law”, Anaesthesia, 31 (1976) 273-275.
[52] A. D4767, "Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils", in, American Society for Testing and Materials, (2011).
[53] A. D6528-07, "Standard Test Method for Consolidated Undrained Direct Simple Shear Testing of Cohesive Soils", in, American Society for Testing and Materials, (2007).
[54] L. Zhang, “The behavior of granular material in pure shear,direct shear and simple shear”, Aston University, (2003).
[55] T. Sitharam, “Discrete element modelling of cyclic behaviour of granular materials”, Geotechnical and Geological Engineering 21 (2003) 297-329.
[56] G. Gong, X. Zha, “DEM simulation of undrained behaviour with preshearing history for saturated granular media”, Modelling Simul. Mater. Sci, 21 (2013) 1-12.
[57] X. Zhao, T.M. Evans, “Numerical analysis of critical state behaviors of granular soils under different loading conditions”, Granul Matter, 13(6) (2011) 751-764.
[58] Y.-J. Liu, G. Li, Z.-Y. Yin, C. Dano, P. Hicher, X. Xia, J. Wang, “Influence of grading on the undrained behavior of granular materials”, C. R. Mecanique, 342 (2014) 85-95.
[59] R.P. Chapuis, “Predicting the saturated hydraulic conductivity of sand and gravel using effective diameter and void ratio”, Canadian geotechnical journal, 41 (2004) 787-795.
[60] D. Wang, X. Fu, Y. Jie, W. Jie Dong, D. Hu, “Simulation of pipe progression in a levee foundation with coupled seepage and pipe flow domains”, Soil and Foundations, 54(5) (2014) 974-984.
[61] O. Babak, J. Resnick, “On the Use of Particle-SizeDistribution Data for Permeability Prediction”, SPE Reservoir Evaluation & Engineering, 19(1) (2016).
)