The Comparison Between 2-D and 3-D Slope Stability Analysis Based on Reinforcement Requirements

P.T.K. Sari, Y.E. Putri, Y.R. Savitri, A.R. Amalia, Nastasia F. Margini, D.A.D. Nusantara


The landslides in the field often do not have an infinite length, making 3-dimensional assumptions more appropriate for the design. Meanwhile, they are mostly analyzed in design by assuming the landslides occur infinitely with plane strain in a 2-dimensional approach. This assumption becomes less precise due to the consideration of the safety factor based on 2-dimensional conditions while the landslide happens 3-dimensional, and this has further effects on the need for reinforcement. This research was conducted to determine the level of influence 2-dimensional and 3-dimensional landslide safety factors have on the number of reinforcements required. A limit equilibrium method was used in the study. The number of geotextile reinforcement needs with a 3-dimensional sliding model is calculated based on existing research results. The results are then compared with the amount of geotextile reinforcement required with a 2-dimensional sliding model. The results showed the possibility of having the same amount of reinforcement under 2-D and 3-D assumptions in the homogeneous soil, while different results were found with heterogeneous soil layers due to the variations in soil conditions. Comparison of the number of geotextile reinforcement requirements between 2 dimensions and three dimensions still needs to be further developed by using more varied soil data. This is done considering that existing studies are only limited to soil, which tends to be homogeneous.


slope stability; 3-D landslide; 2-D landslide; geotextile reinforcement.

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Z. Chen, H. Mi, F. Zhang, and X. Wang, “A simplified method for 3D slope stability analysis,†Can. Geot, vol. 683, pp. 675–683, 2003.

M. M. B. Azzouz, By Amr S, “LOADED AREAS ON COHESIVE SLOPES,†Geotech Eng., vol. 109, no. 5, pp. 724–729, 1983.

O. Hungr, “An extension of Bishop’ s simplified method of slope stability analysis to three dimensions,†Geotechnique, vol. 37, no. 1, pp. 113–117, 1987.

Y. J. Chen,.Y., Yin, J.H., Wang, “The Three-Dimensional Slope Stability Analysis: Recent Advances and a Forward Look,†Adv. Earth Struct., no. Gsp 151, pp. 1–42, 2006.

C. Huang, C. Tsai, and Y. Chen, “Generalized Method for Three-Dimensional Slope Stability Analysis,†J. Geotech. Geoenvironmental Eng. Am. Soc. Civ. Eng., no. October, pp. 836–848, 2002.

C. Y.M., “Three-dimensional asymmetrical slope stability analysis-Extension of Bishops, Janbus, and Morgenstern Prices techniques,†J. Geotech. Geoenvironmental Eng., vol. 12, no. 133, pp. 1544–1555, 2007.

R. H. Chen and J. Chameaut, “Three-dimensional limit equilibrium analysis of slopes,†Geotechnique, vol. 32, no. 1, pp. 31–40, 1982.

E. Bahsan and R. Fakhriyyanti, “Comparison of 2D and 3D Stability Analyses for Natural Slope,†Int. J. Eng. Technol., vol. 7, no. July 2016, pp. 662–667, 2018.

A. Li, Two- and Three-Dimensional Stability Analyses for Soil and Rock Slopes, no. August. 2009.

H. Z. Dana, R. K. Kakaie, R. Rafiee, and A. R. Y. Bafghi, “Effects of geometrical and geomechanical properties on slope stability of open-pit mines using 2D and 3D finite difference methods,†J. Min. Environ., vol. 9, no. 4, pp. 941–957, 2018.

M. D. Fredlund, D. Ph, D. G. Fredlund, D. Ph, L. Zhang, and D. Ph, “Moving from 2D to a 3D Unsaturated Slope Stability Analysis,†2015, pp. 1–10.

A. K. Kondalamahanthy, 2D and 3D Back Analysis of the Forest City Landslide (South Dakota). 2013.

W. Peng, J. Mo, and Y. Xie, “Comparison for the results from 2D and 3D analysis for slope stability,†Appl. Mech. Mater., vol. 93, pp. 255–259, 2011.

M. S. Saeed, P. Maarefvand, and E. Yaaghubi, “Two and three-dimensional slope stability analyses of final wall for Miduk mine,†Int. J. Geo-Engineering, 2015.

L. Z. Murray D. Fredlund ,Delwyn G. Fredlund, “Moving from 2D to a 3D Unsaturated Slope Stability Analysis,†in PanAm Unsaturated Soils, 2017.

D. Wines, “A comparison of slope stability analyses in two and three dimensions,†vol. 116, no. October 2015, pp. 12–14, 2016.

H. Ersoy, “2D and 3D numerical simulations of a reinforced landslide: A case study in NE Turkey,†J.Earth Syst. Sci, vol. 129, no. April, 2020.

H. J. Hovland, “Three-dimensional slope stability analysis method,†ASCE, vol. 103, no. GT 9, pp. 971–986, 1977.

D. J.M., Soil strength and slope stability. Hoboken,NJ: John Wiley, 2005.

G. J.L., Sherard; R.J.,Woodward; S.F., Earth rock dams: Engineering problems of design and construction. New york: John Wiley and Sons, 1963.

R. H. Chen and J. N. Hutchinson, “limit equilibrium analysis of slopes,†Geotechnique, vol. 33, no. 1, pp. 31–40, 1983.

K. Akhtar, Three-Dimensional Slope Stability Analyses for Natural and Manmade Slopes. 2011.

M. Dong, H. Hu, and J. Song, “Combined methodology for three ‑ dimensional slope stability analysis coupled with time effect: a case study in Germany,†Environ. Earth Sci., vol. 77, no. 8, pp. 1–15, 2018.

T. D. Stark, “Selecting Minimum Factors of Safety for 3D Slope Stability Analyses,†in Geo-Risk 2017, no. 1998, 2017, pp. 259–266.

N. Analysis, “water Topographic E ff ects on Three-Dimensional Slope,†pp. 1–24, 2020.

A. Chakraborty and D. Goswami, “State of the art: Three-Dimensional (3D) Slope-Stability Analysis,†Int. J. Geotech. Eng., vol. 6362, no. November, pp. 1–6, 2016.

H. E. M. C. F. Azevedo, N.M. Souza, M.T.M.G. Silva, “Use of three-dimensional slope stability model and probabilistic method for landslides hazard analysis triggered by rainfall,†in Landslides and Engineered Slopes. Experience, Theory and Practice, 2016.

A. Chakraborty and D. Goswami, “Three-dimensional (3D) slope stability analysis using stability charts,†Int. J. Geotech. Eng., vol. 6362, no. May, pp. 1–8, 2018.

C. Gens, A. Hutchinson, J.N., “Three-dimensional analysis of slides in cohesive soils,†Geotechnique, vol. 38, no. 1, pp. 1–23, 1988.

P. T. K. Sari and Y. Lastiasih, “A General Formulation to Describe the Empirical Prediction of The Critical Area of A Landslide,†JESTEC, vol. 13, no. 8, pp. 2379–2394, 2018.

P. T. K. Sari and Y. Lastiasih, “Proposed Design Graphs of Geotextile Reinforcement on Soft Clay under Various Field Conditions,†Civ. Eng. Dimens., vol. 18, no. 2, pp. 109–116, 2017.

P T K Sari and Y Lastiasih, “The Empirical Prediction of The Critical Area of Road Embankment Landslide Using Limit Equilibrium Method the Empirical Prediction of The Critical Area of Road Embankment Landslide Using Limit Equilibrium Method,†in JIC-CEGE 2019 IOP Conf. Series: Earth and Environmental Science, 2020, pp. 1–8.

Vestnik S, “Retrieved Features of 2F and 3D Models from CAD as decision support for production Time/cost estimation,†2011.



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