Istrazivanja i projektovanja za privreduJournal of Applied Engineering Science


DOI: 10.5937/jaes0-34051 
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Volume 20 article 1007 pages: 1016-1026

Putu Tantri K.Sari
Civil Engineering Department, Institute Technology of Sepuluh Nopember,Surabaya, Indonesia

Yudhi Lastiasih
Civil Engineering Department, Institute Technology of Sepuluh Nopember,Surabaya, Indonesia

Nur ‘Arfiati Shoffiana
Magister student in Civil Engineering Department, Institute Technology of Sepuluh Nopember,Surabaya, Indonesia

The analysis of landslide slope stability since 1960s is the development of a 2-D structure proposed by various experts, through the 3-D method. Most of these previous studies stated that the ratio of 3-D and 2-D safety factors was more than one for cohesive and less than one for non-cohesive soils. These were because several required slope reinforcements were affected by the safety factors, with the analytical differences of the 2-D and 3-D methods causing a distinction in the requirements. These differences further cause problems by underestimating or overestimating the design. Therefore, this study aims to determine a comparative analysis of 2-D and 3-D slope stability on several required reinforcements. The analyses of the 2-D and 3-D structures were carried out using the LEM proposed by Fellenius and Hovland, respectively. The comparison of the several required reinforcements was also conducted using geotextile with Tult = 200 kN/m. The results showed that the reinforcements required with geotextile between 2-D and 3-D analysis were relatively similar on homogeneous soils. Meanwhile, the geotextile reinforcement needs were different for heterogeneous soils. Under different certain conditions, the need for 2-D reinforcement was greater and lesser than 3-D. In addition, the difference in the reinforcement required for the analysis of these structures was between 1-8 layers of geotextile, depending on soil parameters, slope, and length of the landslide field.

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This paper was supported by the Hibah Penelitian Dana Department Dana Unit Kerja Batch 2 number 1958/PKS/ITS/2021 grant from Institute Technology of Sepuluh Nopember, Surabaya, Indonesia 2021. The author wishes to express her gratitude for the support given to this work

1.      Luigi S. and Guzzetti F. (2016). Earth-Science Reviews Landslides in a changing climate, Earth Sci. Rev., vol. 162, pp. 227–252.

2.      Seneviratne S.  and Nicholls N. (2013). Changes in Climate Extremes and their Impacts on the Natural Physical Environment Coordinating. in Changes in Climate Extremes and their Impacts on the Natural Physical Environment, pp. 109–230.

3.      Merzdorf J., (2020). Climate Change Could Trigger More Landslides in High Mountain Asia. Global Climate Change, NASA.

4.      Rahimi A., Rahardjo H., and E.-C. Leong, (2013). Effect of Antecedent Rainfall Patterns on Rainfall-Induced Slope Failure. J. Geotech. GEOENVIRONMENTAL Eng., vol. 137, no. May, pp. 483–491,

5.      Muntohar A.S.,Ikhsan J.,and Soebowo E. (2013). Mechanism of rainfall triggering landslides in Kulonprogo, Indonesia. in Geo-Congress 2013 © ASCE no. Table 1, pp. 452–461.

6.      Hong M., Kim J., and Jeong S. ,(2018). Rainfall intensity-duration thresholds for landslide prediction in South Korea by considering the effects of antecedent rainfall. Landslides, 15 (3), pp 523-534, DOI 10.1007/s10346-017-0892-x

7.      Iverson, M., (2000). Landslide triggering by rain infiltration. WATER Resour. Res., vol. 36, no. 7, pp. 1897–1910,

8.      Kristo C., Rahardjo H., and Satyanaga A.,(2017). Effect of variations in rainfall intensity on slope stability in Singapore. Int. Soil Water Conserv. Res., vol. 5, no. 4, pp. 258–264.

9.      Duncan M. J., (1992). Soil strengths from back-analysis of slope failures. Proceedings of Specialty Conference on Stability and Performance of Slopes and Embankments-II, ASCE, vol. 1, pp. 890–904.

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

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

12.   Thomaz C.W. and Lowell J.E.,(1988). Three dimensional slope stability analysis with random generation of surface. in Proceedings of the 5th International Symposium on Landslides, p. 778.

13.   Chen R. H.  and Chameau J. L., (1983). Three-dimensional Limit Equilibrium Analysis of Slopes.  Geotechnique, vol. 33, no. 1, pp. 31–40.

14.   Jiang J. C. Y.,(2003). The effect of strength envelope nonlinearity on slope stability computations. Can. Geotech. Journal, vol. 40, pp. 308–325.

15.   Wan Y.,Gao Y.and Zhang F., (2018). Stability Analysis of Three-Dimensional Slopes Considering the Earthquake Force Direction. vol. 2018.

16.   Baligh A. A. S., (1975). End effects on the stability of cohesive slopes. ASCE J. Geotech. Eng. Div., vol. 101, no. GT 11, pp. 1105–1117.

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

18.   Hovland, H. J. (1977). Three dimensional slope stability analysis method. ASCE, vol. 103, no. GT 9, pp. 971–986.

19.   Ugai K. (1988). Three-dimensional slope stability analysis by slice methods. in Proceedings of the 6th International Conference on Numerical Methods in Geomechanics, pp. 1369–1374.

20.   Xing Z. (1988). Three-Dimensional Stability Analysis of Concave Slopes in Plan View. ASCE J. Geotech. Eng. Div., vol. 114, no. 6, pp. 658–671.

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

22.   Hungr, O. (1989). Evaluation of a three-dimensional method of slope stability analysis. Can. Geotech, vol. 26, pp. 679–686.

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

24.   Chen Y.M.,(2007). Three-dimensional asymmetrical slope stability analysis-Extension of Bishops, Janbu, and Morgenstern Prices techniques. J. Geotech. Geoenvironmental Eng., vol. 12, no. 133, pp. 1544–1555.

25.   Anagnosti (1969). Three dimensional stability of fill dams. in Proceeding of the 7th International Conference on Soil Mechanics and Foundation Engineering, pp. 275–280.

26.   Hungr O., (2001). User’s Manual CLARA-W: Slope Stability Analysis in Two or Three Dimensions for Microcomputers. 

27.   Sun J. G. and Zheng H.W., (2011). A global procedure for evaluating stability of three-dimensional slopes. Nat. Hazards, vol. 61, no. 3, pp. 1083–1098.

28.   Qi S., Ling D., Yao Q., Lu G., Yang X., and Zhou J.  (2021). Evaluating slope stability with 3D limit equilibrium technique and its application to landfill in China. Eng. Geol., vol. 280, no. November 2020, p. 105939.

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

30.   Bjerrum (1972). Embankments on soft ground. ASCE Spec. Conf. Perform. Earth Earth Support. Struct., vol. 2, pp. 1–54.

31.   Bahsan E.  and Fakhriyyanti R. (2018). Comparison of 2D and 3D Stability Analyses for Natural Slope. Int. J. Eng. Technol., vol. 7, no. July 2016, pp. 662–667. DOI: 10.14419/ijet.v7i4.35.23085

32.   Li A. (2009). Two- and Three-Dimensional Stability Analyses for Soil and Rock Slopes. Canadian Geotechnical Journal, Volume 47, Number 12.

33.   Dana H. Z., Kakaie R. K., Rafiee R., and Bafghi A. R. Y.(2018). 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. DOI: 10.22044/JME.2018.7149.1562

34.   Lovell (1984). Three-dimensional analysis of landslides. in Proceeding of the 4th International Symposium on Landslides, 1984, pp. 451–455.

35.   Sari P. T. K., Putri Y. E., Savitri Y. R., Amalia A. R., Margini N. F., and Nusantara D. A. D., (2020). The Comparison Between 2-D and 3-D Slope Stability Analysis Based on Reinforcement Requirements. Int. J. Adv. Sci. Eng. Inf. Technol., vol. 10, no. 5, pp. 2082–2088.

36.   [36] Shoffiana N.A., Sari P.T.K., Lastiasih Y. (2021). Perbandingan Hasil Analisa Stabilitas Lereng 2D dan 3D terhadap Jumlah Kebutuhan Perkuatannya. JURNAL TEKNIK ITS Vol. 10, No. 2.

37.   Fellenius (1936). Calculation of the stability of earth Dams. in Proceedings of the 2nd Congress on Large Dams, pp. 445–463.

38.   Hutagamissufardal, Mochtar I. B., and Endah  N. (2018). The Effect of Cracks Propagation on Cohesion and Internal Friction Angle for High Plasticity Clay. Int. J. Appl. Eng. Res., vol. 13, no. 5, pp. 2504–2507.

39.   Hutagamissufardal, Mochtar I. B., and Mochtar  N. E. (2018). The Effect of Soil Cracks on Cohesion and Internal Friction Angle at Landslide. J. Appl. Environ. Biol. Sci., vol. 8, no. 3, pp. 1–5.

40.   Alexsander S., Mochtar I. B., and Utama W. ,(2019). Field validated prediction of latent slope failure based on cracked soil approach. Lowl. Technol. Int. 2018;, vol. 20, no. June, pp. 245–258.

41.   Amalia D., Mochtar I. B., Mochtar N. E. (2019), “Aplication of Digital Image Technology for Determining Geometry, Stratigraphy and Position,” Int. J. od GEOMATE, vol. 17, no. 63, pp. 297–306.