Examination the effect of soil parameters on earth dam slope stability in ABAQUS software

Document Type : Research Paper


1 Faculty of Engineering, Ayatollah Borujerdi University, Borujerd, Iran.

2 Faculty of Engineering, Mahallat Institute of Higher Education, Mahallat, Iran.

3 Faculty of Engineering, Shahrekord University, Shahrekord, Iran.


The stability of soil slopes and the determination of safety factors have always been the subject of study for engineers and researchers. The safety factor of slopes can be determined by using the methods of limit equilibrium method (L.E.M.), limit analysis, and strength reduction method (S.R.M.). The equilibrium method determines the slope safety factor based on the equilibrium of the inter-slice force and without the analysis of tension and strain. In the strength reduction method, based on the tension-strain analysis, the strength of various points of the slope is reduced until it reaches the critical state, and by connecting all of the critical points, the critical rupture level will be obtained. Finite element software and finite difference software determine the safety factors in soil slopes by using the concepts of the strength reduction method. In this paper, the safety factors of soil slopes are determined by using ABAQUS software, and using the concept of strength reduction method. There is no option in ABAQUS for the determination of safety factors and it should be obtained by defining the concepts of strength reduction. The purpose of this study is to implement a strength reduction method in a finite element program to calculate the safety factor of slopes. The results of this research indicate that the changes in friction angle affect the safety factor changes more than variations in cohesion. Also, slope angle and its changes affect the safety factor changes more than other factors.


  1. Griffiths DV, Yu X, (2015). Another look at the stability of slopes with linearly increasing undrained strength. Géotechnique; 65(10):824e30.
  2. Yu HS, Salgado R, Sloan S, Kim J, (1998) Limit analysis versus limit equilibrium for slope Journal of Geotechnical and Geoenvironmental Engineering ;124(1):1e11.
  3. Hajiazizi M, Mazaheri A R, (2015) Use of line segments slip surface for optimized design of piles in stabilization of the earth slopes. International Journal of Civil Engineering.
  4. Kelesoglu MK, (2016). The evaluation of three-dimensional effects on slope stability by the strength reduction method. KSCE Journal of Civil Engineering ;20(1): 229e42.
  5. Lim K, Lyamin AV, Cassidy MJ, Li AJ, (2015). Three-dimensional slope stability charts for frictional fill materials placed on purely cohesive clay. International Journal of Geomechanics.
  6. Lu Y, (2015). Deformation and failure mechanism of slope in three dimensions. Journal of Rock Mechanics and Geotechnical Engineering;7(2):109e19.
  7. Cheng YM, Lansivaara T, Wei WB (2007). Two-dimensional slope stability analysis by limit equilibrium and strength reduction methods. Comput Geotech;34(3):137–50.
  8. M Hajiazizi, A Mazaheri, RP Orense, (2018). Analytical approach to evaluate stability of pile-stabilized slope. Scientia Iranica,
  9. Liu S Y, Shao L T, Li H J, (2015). Slope stability analysis using the limit equilibrium method and two finite element methods Computers and Geotechnics 63 291–298.
  10. Zienkiewicz OC, Humpheson C, Lewis RW, (1975). Associated and non-associated visco-plasticity and plasticity in soil mechanics. Géotechnique;25(4):671–89.
  11. Zheng H, Liu DF, Li CG, (2005). Slope stability analysis based on elasto-plastic finite element method. International Journal of Numerical method in Engineering; 64(14):1871–88.
  12. Griffiths DV, Lane PA, (1999). Slope stability analysis by finite elements. Géotechnique ;49(3):387–403.
  13. Zettler A.H., Poisel R., Roth W., Preh A, (1999). Slope stability analysis based on the shear reduction technique in 3D. In Detournay & Hart (eds.), FLAC and Numerical Modeling in Geomechanics: 11-16. Rotterdam: Balkema.
  14. Dawson E M, Roth W H, (1999). Slope stability analysis with FLAC. In Detournay & Hart (eds.), FLAC and Numerical Modeling in Geomechanics: 3-9. Rotterdam: Balkema.
  15. Fawaz A, Farah E, Hagechehade F (2014). Slope stability analysis using numerical modelling American Journal of Civil Engineering; 2(3): 60-67
  16. Rocscience (2004) A New Era in Slope Stability Analysis: Shear Strength Reduction
    Finite Element Technique Article.
  17. Wang, L., Wu, C., Gu, X., Liu, H., Mei, G., & Zhang, W. (2020). Probabilistic stability analysis of earth dam slope under transient seepage using multivariate adaptive regression splines. Bulletin of Engineering Geology and the Environment, 79(6), 2763-2775.
  18. Siacara, A. T., Beck, A. T., & Futai, M. M. (2020). Reliability analysis of rapid drawdown of an earth dam using direct coupling. Computers and Geotechnics, 118, 103336.
  19. Guo, X., & Dias, D. (2020). Kriging based reliability and sensitivity analysis–Application to the stability of an earth dam. Computers and Geotechnics, 120, 103411.
  20. Duncan, J M, and Wright, S G. (2005) Soil Strength and Slope Stability. John Wiley &
    Sons, Inc., pp. 199.
  21. Xu Q, Yin H, Cao X, and Li, Z. (2009). Temperature-driven strength reduction
    method for slope stability analysis. Mechanics Research Communications, Vol. 36:
  22. Zienkiewicz O C, Humpheson C, Lewis RW, (1975). Associated and
    nonassociated visco-plasticity and plasticity in soil mechanics. Geotechnique, Vol.
    25 (4): 671-689.
  23. Griffiths, D. V., & Lane, P. A. (1999). Slope stability analysis by finite elements. Geotechnique, 49(3), 387-403.
  24. Gomez, H., & Kavzoglu, T. (2005). Assessment of shallow landslide susceptibility using artificial neural networks in Jabonosa River Basin, Venezuela. Engineering Geology, 78(1-2), 11-27.
  25. Haeri, S. M., Akbari Garakani, A., & Kamali Zarch, M. (2021). Unsaturated 3D column method: new method for evaluation of stability of unsaturated slopes subjected to vertical steady-state infiltration and evaporation. International Journal of Geomechanics, 21(10), 04021177.