[1] M. Hassanlorad, Investigating the behavior of non- cemented and cemented carbonated sand behavior by injection under shear loading, Ph.D. Thesis., Iran University of Science and Industry, Tehran, (2008). (In Persian)
[2] H. Heidarzadeh, Latifi Namin, M., Investigating the Effect of Different State Parameters on the Reform of an Elastoplastic Model in the Form of Models with limit surface, Sharif Civil Engineering Journal, Vol. 28, No. 2, (2010), pp 57-64. (In Persian)
[3] M. Latifi Namin, Lashkarī, A., The effect of state parameter on the prediction of elastoplastic models for soil granules, Journal of the Technical Faculty of Tehran University, vol. 38, No. 2, (2004), pp. 269- 280. (In Persian)
[4] K. Been, Jefferies, M. G., A State Parameter for Sands, Géotechnique, 35:2, (1985), pp 99-112.
[5] M. D. Bolton, The strength and dilatancy of sands, Géotechnique, 36:1, (1986), pp 65-78.
[6] G. D. Bouckovalas, Andrianopoulos, K. I., Papadimitriou, A. G., A Critical State Interpretation for the Cyclic Liquefaction Resistance of Silty Sands, Soil Dynamics and Earthquake Engineering, 23, (2003), pp 115-125.
[7] D. A. Cameron, Carter, J. P. A Constitutive Model for Sand Based on Non-Linear Elasticity and the State Parameter, Computers and Geotechnics, 36, (2009), pp 1219-1228.
[8] R. S. Crouch, Wolf J. P., Unified 3-D Criticalstate Bounding-Surface Plasticity Model for Soil Incorporating Continuous Plastic Loading under Cyclic Paths, Int. J. Numer. Anal. Methods Geom. 18:11, (1994), pp 735.
[9] R. S. Crouch, Wolf, J. P., Dafalias Y. F., Unified Critical-State Bounding Surface Plasticity Model for Soil, Eng. Mech., ASCE 120:11, (1994), pp 2251-2270.
[10] Y. F. Dafalias, Bounding Surface Plasticity. I: Mathematical Foundation and Hypoplasticity, Journal of Engineering Mechanics, 112-9, (1986), pp 966-987.
[11] Y. F. Dafalias, Herrmann, L. R., A Bounding Surface Soil Plasticity Model, International Symposium. on Soils under Cyclic and Transient Loading, Swansea 1, (1980), pp 335-345.
[12] Y. F. Dafalias, Herrmann, L. R., Bounding Surface Plasticity, II: Application to Isotropic Cohesive soils, Eng. Mech., ASCE 112:12, (1986), pp1263-1291.
[13] Y. F. Dafalias, Manzari, M. T., Simple Plasticity Sand Model Accounting for Fabric Change Effects, Engineering Mechanics, 130:6, (2004), pp 622-634.
[14] Y. F. Dafalias, Popov, E. P., A Model of Nonlinearly Hardening Materials for Complex Loadings, Acta Mechanica, 21, (1975), pp 173-192.
[15] Y. F. Dafalias, Popov, E. P., Plastic Internal Variable Formalism of Cyclic Plasticity,Journal of applied mechanics, 98:4, (1976),pp 645-50.
[16] A. W. Elgamal, Parra E., Yang Z., Dobry R. and Zeghal M., Liquefaction Constitutive Model, Proc., Internationa Workshop on the Physics and Mechanics of Soil Liquefaction, P. Lade, ed., Balkema, Rotterdam, The Netherlands, (1998), pp 269-279
[17] Z. Gao, Zhao J., Constitutive modeling of artificially cemented sand by considering fabric anisotropy, Computers and Geotechnics, 41, (2012), pp 57-69.
[18] K. Ishihara, Liquefaction and failure during earthquakes’, Geotechnique, 43:3, (1993), pp 351-415.
[19] K. Ishihara, Tatsuoka F., Yasuda S., Undrained Deformation and Liquefaction of Sand Under Cyclic Stresses, Soils Found.,15-1, (1975), pp 29-44.
[20] M. B. Jefferies, Nor-Sand: a Simple Critical StateModel for Sand, Geotechnique 43:1, (1993), pp 91-103.
[21] A. Lashkari, A Sanisand-Structure Interface Model, Geotechnical and Geoenvironmental Engineering, 35:C1, (2011), pp 15-34.
[22] A. Lashkari, A Critical State Model for Saturated and Unsaturated Interfaces, Scientia Iranica, 19:5, (2012), pp 1147-1156.
[23] A. Lashkari, Latifi, M., A Simple Plasticity Model for Prediction of Non-Coaxial Flow of Sand, Mechanics Research Communications, 34, (2007), pp 191-200.
[24] J. Lee, Salgado, R., Analysis of Calibration Chamber Plate Load Tests, Can Geotechn, 37, (2000), pp 14–25.
[25] X. S. Li, Wang, W., Linear Representation of Steady-State Line for Sand, Geotechnical and Geoenvironmental Engineering, 124:12, (1998), pp 1215-1218.
[26] X. S. Li, Dafalias, Y. F., Dilatancy for cohesionless soils, Géotechnique, 50:4, (2000), pp 449-460.
[27] X. S. Li, Dafalias, Y. F., Wang Z. L., State-dependent Dilatancy in Critical-state Constitutive Modeling of Sand, Can. Geotech. J., 36, (1999), pp 599-611.
[28] I. Ling, Yang, S., Unified Sand Model Based on the Critical State and Generalized Plasticity, Engineering Mechanics, 132:12, (2006), pp 1380-1391.
[29] M. T. Manzarey, Dafalias, Y. F., A Critical State Two-Surface Plasticity Model for Sands, Géotechnique, 47:2, (1997), pp 255-272.
[30] M. T. Manzari, Prachathananukit, R., On Integration of a Cyclic Soil Plasticity model’, Int J Numer Anal Methods Geomech, 25, (2001), pp 525-49.
[31] B. McClelland, Calcareous Sediments: An Engineering Enigma, Proceding 1st International Conference on Calcareous Sediments, Perth, Australia. Vol. 2, (1988), pp 777-784.
[32] Z. Mroz, Norris, V. A., Zienkiewicz, O. C., An Anisotropic Hardening Model for Soils and Its Application to Cyclic Loading, Methods Geom. 2, (1978), pp 203-221.
[33] S. Nemat-Nasser, On Behavior of Granular Material in Simple Shear, Soils Found., 20-3, (1980), pp 59-73.
[34] J. H. Prevost, Plasticity Theory for Soil Stress Strain Behavior, Engng Mech., ASCE 104:5, (1978), pp 1177-1194.
[35] P. K. Robertson, Fear, C. E., iquefaction of Sand and Its Evaluatio, International Conference on Earthquake Geotechnical Engineering, Tokyo, pp (1995), pp 269-279
[36] K. H. Roscoe, Burland, J. B., On the Generalized Stress-Strain Behavior of Wet Clays, In Engineering plasticity (eds J. Heyman & F. A. Leckie), Cambridge University Press, (1968), pp 535-639.
[37] K. H. Roscoe, Poorooshasb, H. B., A Fundamental Principle of Similarity in Model Test for Earth Pressure Problems, Proc. 2nd Asian Reg. Conf. Soil Mech., Tokyo, 1, (1963), pp134-140.
[38] K. H. Roscoe, Schofield, A. N., Wroth, C. P., On the Yielding of Soils, Geotechnique 8:1, (1958), pp 22-53.
[39] R.M. Semple, Mechanical Properties of Calcareous Soils: State of the Art Report, Proceeding of lst International Conference on Calcareous Sediments, Perth, Australia, Vol. 2. (1988), pp 73–75.
[40] Sharma, Shambhu S., and Mostafa A. Ismail. "Monotonic and cyclic behavior of two calcareous soils of different origins." Journal of geotechnical and geoenvironmental engineering 132.12 (2006): 1581- 1591.
[41] A. Schofield, Wroth P. Critical state soil mechanics. London: McGraw-Hill; 1968.
[42] M. Taiebat, Shahir H, Pak A. Study of pore pressure variation during liquefaction using two constitutive models for sand. Soil Dynamics and Earthquake Engineering. 2007 Jan 1;27(1):60-72.
[43] P. Tasiopoulou, Gerolymos N. Development of a modified elastoplasticity model for sand. InProceedings of the second international conference on performance–based design in earthquake geotechnical engineering, Taormina (Italy), CD Rom 2012 May (pp. 28-30).
[44] Z.L. Wang, Dafalias YF, Shen CK. Bounding surface hypoplasticity model for sand. Journal of engineering mechanics. 1990 May;116(5):983-1001.
[45] D. M. Wood, Soil behaviour and critical state soil mechanics. Cambridge university press; 1990.
[46] D. M. Wood, Belkheir K. Strain softening and state parameter for sand modelling. Geotechnique. 1994 Jun;44(2):335-9.
[47] X. Zeng, Arulanandan K. Overview of calibration of constitutive models and soil parameters. Verifications of numerical procedures for the analysis of soil liquefaction problem. 1994;2:1717-72.
)