A finite element modeling of drained triaxial test on loose sand using different constitutive models

Document Type : Research Article

Authors

1 Department of Civil Engineering, Tabriz Branch, Islamic Azad University, Tabriz, Iran

2 Department of Civil Engineering, University of Tabriz, Tabriz, Iran.

3 Department of Electrical Engineering, Tabriz Branch, Islamic Azad university, Tabriz , Iran

Abstract

Numerical modeling of soil can be used as a complementary or alternative method for laboratory tests. Therefore, in the simulations of geotechnical problems, properly using constitutive models (such as the cap model) requires accurate calibration of the model parameters. In the present study, the draining behavior of Nevada sand at a relative density of 40% was evaluated using Mohr-Coulomb (MC), Drucker-Prager (DP), and modified Drucker-Prager/cap (MDPC) models in Abaqus and compared with laboratory data. In this context, the conventional triaxial compression (CTC) technique was used for finite element modeling of selected drained triaxial tests by keeping the radial stress constant and increasing the axial stress. Based on the results, MC and DP constitutive models, where the behavior of the materials is linear elastic-perfectly plastic, at high confining pressures, due to the inability to simulate soil hardening, showed significant differences with the experimental results. In other words, with increasing confining pressure, the behavior of sand tends to harden, and the ability of the MDPC model, which has a hardening function based on volumetric plastic strain, increased in simulating sand behavior. Proper determination of cap parameters can have a significant effect on the results. In the present study, cap hardening parameters for Nevada sand have been determined based on experimental data.

Keywords

Main Subjects

References

[1]  A. Abdollahipour, M. Fatehi Marji, A. Yarahmadi Bafghi, J. Gholamnejad, A complete formulation of an indirect boundary element method for poroelastic rocks, Computers and Geotechnics, 74 (2016) 15–25.
[2] H. Haeri, V. Sarfarazi, Z. Zhu, M. Fatehi Marji, A. Masoumi, Investigation of shear behavior of soil-concrete interface, Smart Structures and Systems, 23 (1) (2019) 81–90.
[3] H. Haeri, V. Sarfarazi, P. Ebneabbasi, A. Nazari maram, A. Shahbazian, M. Fatehi Marji, A.R. Mohamadi, XFEM and experimental simulation of failure mechanism of non-persistent joints in mortar under compression, Construction and Building Materials, 236 (2020) 117500.
[4]  W.F. Chen, G.Y. Baladi, Soil Plasticity: Theory and Implementation, (1985) Elsevier Science, Amsterdam, Netherlands.
[5]  D.M. Potts, L. Zdravković, Finite Element Analysis in Geotechnical Engineering: Theory, Volume 1, (1999) Thomas Telford Ltd, London, United Kingdom.
[6] S.W. Sloan, J.R. Booker, Removal of Singularities in Tresca and Mohr-Coulomb Yield Functions, Communications in Applied Numerical Methods, 2 (2) (1986) 173–179.
[7] M.M. Nujid, Numerical simulation of strip footing on sand for bearing capacity analyses, AIP Conference Proceedings, 2020 (1) (2018) 020004.
[8]  I.S. Sandler, Review of the development of Cap Models for geomaterials, Shock and Vibration, 12 (1 SPEC. ISS.) (2005) 67–71.
[9] S. Helwany, Applied Soil Mechanics: With ABAQUS Applications, (2007) John Wiley & Sons.
[10] Hibbitt, Karlsson, Sorensen, ABAQUS/Explicit User’s Manual, Hibbitt, (2000) Karlsson & Sorensen, Inc.
[11]  H. Liu, Dynamic analysis of subway structures under blast loading, Geotechnical and Geological Engineering, 27 (6) (2009) 699–711.
[12] K.Z.Z. Lee, N.Y. Chang, H.Y. Ko, Numerical simulation of geosynthetic-reinforced soil walls under seismic shaking, Geotextiles and Geomembranes, 28 (4) (2010) 317–334.
[13]  A.T. Alisawi, P.E.F. Collins, K.A. Cashell, Nonlinear numerical simulation of physical shaking table test, using three different soil constitutive models, Soil Dynamics and Earthquake Engineering, 143 (2021) 106617.
[14] V.A. Hernández-Hernández, D.R. Joya-Cárdenas, L.N. Equihua-Anguiano, J.C. Leal-Vaca, J.A. Diosdado-De la Peña, L. Pérez-Moreno, N. Saldaña-Robles, A. Saldaña-Robles, Experimental and numerical analysis of triaxial compression test for a clay soil, Chilean Journal of Agricultural Research, 81 (3) (2021) 357–367.
[15] S. Bhowmick, Finite Element Modeling of Consolidated Undrained Test of Clay, Technical Report, Memorial university (2021).
[16] M. Calvello, R.J. Finno, Selecting parameters to optimize in model calibration by inverse analysis, Computers and Geotechnics, 31 (5) (2004) 411–425.
[17] K. Arulmoli, K. K. Muraleetharan, M. M. Hossain, L. S. Fruth, VELACS (Verification of Liquefaction Analyses by Centrifuge Studies) Laboratory Testing Program: Soil Data Report, Washington, (1992).
[18] R. Popescu, J.H. Prevost, Centrifuge validation of a numerical model for dynamic soil liquefaction, Soil Dynamics and Earthquake Engineering, 12 (2) (1993) 73–90.
[19] M.D. Bolton, The strength and dilatancy of sands, Geotechnique, 36 (1) (1986) 65–78.
[20] T. Schanz, P.A. Vermeer, Angles of friction and dilatancy of sand, Geotechnique, 46 (1) (1996) 145–151.
[21] G. Castro, Redistribution research, Memorandum to Void Redistribution Research Team by GEI Consultants, University of California, Davis, CA, (2001).
[22] R. Kamai, R.W. Boulanger, Simulations of a Centrifuge Test with Lateral Spreading and Void Redistribution Effects, Journal of Geotechnical and Geoenvironmental Engineering, 139 (8) (2013) 1250–1261.
[23]  ABAQUS INC., Analysis of Geotechnical Problems with ABAQUS, (2003).
[24] H. Shin, J. B. Kim, S. J. Kim, K. Y. Rhee, A simulation-based determination of cap parameters of the modified Drucker-Prager cap model by considering specimen barreling during conventional triaxial testing, Computational Materials Science, 100 (PA) (2015) 31–38.
[25]  H. Shin, J.B. Kim, Physical interpretations for cap parameters of the modified Drucker-Prager cap model in relation to the deviator stress curve of a particulate compact in conventional triaxial testing, Powder Technology, 280 (2015) 94–102.
[26] C.S. Desai, H.J. Siriwardane, Constitutive Laws for Engineering Materials, with Emphasis on Geologic Materials, (1984) Prentice-Hall, Inc, New Jersey, United States of America.
[27] S. Dolarevic, A. Ibrahimbegovic, A modified three-surface elasto-plastic cap model and its numerical implementation, Computers and Structures, 85 (7–8) (2007) 419–430.
[28]  L. H. Han, J. A. Elliott, A. C. Bentham, A. Mills, G. E. Amidon, B. C. Hancock, A modified Drucker-Prager Cap model for die compaction simulation of pharmaceutical powders, International Journal of Solids and Structures, 45 (10) (2008) 3088–3106.
[29] Dassault Systèmes, Abaqus 6.14 Example problems guide Volume II: other applications and analyses, Abaqus 6.14 Documentation, (2014).
[30]  G. Oettl, R.F. Stark, G. Hofstetter, A comparison of elastic-plastic soil models for 2D FE analyses of tunnelling, Computers and Geotechnics, 23 (1–2) (1998) 19–38.
[31] C.R.I. Clayton, M.B. Hababa, N.E. Simons, Dynamic penetration resistance and the prediction of the compressibility of a fine-grained sand—a laboratory study, Geotechnique, 35 (1) (1985) 19–31.
[32] M. J. Lee, S. K. Choi, M. T. Kim, W. Lee, Effect of stress history on CPT and DMT results in sand, Engineering Geology, 117 (3–4) (2011) 259–265.
[33] M. Zhang, Y. Yao, H. Pei, J. Zheng, A new isotropic hardening constitutive model based on reference compression curve, Computers and Geotechnics, 138 (2021) 104337.
[34] J.M. Pestana, A.J. Whittle, Compression model for cohesionless soils, Geotechnique, 45 (4) (1995) 611–631.
[35] B.S. Qubain, V.N. Kaliakin, J.P. Martin, Variable Bulk Modulus Constitutive Model for Sand, Journal of Geotechnical and Geoenvironmental Engineering, 129 (2) (2003) 158–162.
[36] S.S. Park, P.M. Byrne, Stress densification and its evaluation, Canadian Geotechnical Journal, 41 (1) (2004) 181–186.
[37] J. Vallejos, Hydrostatic compression model for sandy soils, Canadian Geotechnical Journal, 45 (8) (2008) 1169–1179.
[38] B. Zeleke, Simulation of Pile Load Test Using Finite Element Method, Master’s thesis, University of Addis Ababa, Department of Civil and Environmental Engineering, (2015).
[39]  E. Susila, R.D. Hryciw, Large displacement FEM modelling of the cone penetration test (CPT) in normally consolidated sand, International Journal for Numerical and Analytical Methods in Geomechanics, 27 (7) (2003) 585–602.
[40] S. Alizadeh Sabet, Application of a Cosserat Continuum Model to Non-associated Plasticity, Ph.D. Dissertation, Department of Civil and Structural Engineering, University of Sheffield, (2020).
[41]  Dassault Systèmes, Abaqus Version 6.14, (2014).
[42]  S.S. Nagula, R.G. Robinson, J.M. Krishnan, Mechanical Characterization of Pavement Granular Materials Using Hardening Soil Model, International Journal of Geomechanics, 18 (12) (2018) 04018157.
[43] M.M. Eslami, D. Pradel, S.J. Brandenberg, Experimental mapping of elastoplastic surfaces for sand using undrained perturbations, Soils and Foundations, 58 (1) (2018) 160–171.
[44]  R. Kulasingam, E. J. Malvick, R. W. Boulanger, B. L. Kutter, Strength Loss and Localization at Silt Interlayers in Slopes of Liquefied Sand, Journal of Geotechnical and Geoenvironmental Engineering, 130 (11) (2004) 1192–1202.
[45]  R. A. Jaeger, J. T. DeJong, R. W. Boulanger, I. P. Maki, Effects of state parameter, fines content, and overburden stress on CPT resistance in silty sands, 3 Rd International Symposium on Cone Penetration Testing, (2014) Las Vegas, Nevada, USA.
[46]  P. Jarast, M. Ghayoomi, Numerical Modeling of Cone Penetration Test in Unsaturated Sand inside a Calibration Chamber, International Journal of Geomechanics, 18 (2) (2018) 04017148.
AUT Journal of Civil Engineering
Volume 6, Issue 3
September 2022
Pages 339-358

Files

Share

How to cite

Statistics