Computational & Technology Resources an online resource for computational,engineering & technology publications not logged in - login Civil-Comp ProceedingsISSN 1759-3433 CCP: 81PROCEEDINGS OF THE TENTH INTERNATIONAL CONFERENCE ON CIVIL, STRUCTURAL AND ENVIRONMENTAL ENGINEERING COMPUTING Edited by: B.H.V. Topping Paper 257Numerical Studies of 3D Passive Earth Pressures Induced by the Translation of a Rigid Rough Retaining Wall S. Benmebarek, T. Khelifa and N. BenmebarekCivil Engineering Laboratory, Biskra University, Algeria doi:10.4203/ccp.81.257 Full Bibliographic Reference for this paper S. Benmebarek, T. Khelifa, N. Benmebarek, "Numerical Studies of 3D Passive Earth Pressures Induced by the Translation of a Rigid Rough Retaining Wall", in B.H.V. Topping, (Editor), "Proceedings of the Tenth International Conference on Civil, Structural and Environmental Engineering Computing", Civil-Comp Press, Stirlingshire, UK, Paper 257, 2005. doi:10.4203/ccp.81.257 Keywords: numerical modelling, 3D earth pressure, soil, wall, interaction, failure, behaviour. Summary Passive earth pressures play an important role in soil-structure interaction. The 2D passive earth pressures problem has been widely treated in the literature using different approaches (limit equilibrium, limit analysis, slip line, numerical computation), however, the 3D passive earth pressure has been received less attention. In this paper, the 3D effect of the passive earth pressure problem is investigated using the explicit finite difference code, Fast Lagrangian Analyses of Continua (FLAC 3D) [1]. The aim of this work is first to develop a numerical methodology for the analysis of a rigid rough retaining wall subjected to translation, then to investigate the influence of the wall breadth on the evaluation of the earth pressure coefficients and . This paper concludes with discussion and interpretation of the numerical results obtained from the present analysis. To investigate how the passive earth pressure coefficients are affected by the wall breadth, five values of the angle of internal friction  and  are considered for each of three values for the soil-wall interface friction  and . Displacement vectors and the distribution of maximum shear strain rates at the end of the run are presented respectively in figures for , and . The surface plane view of the distribution of maximum shear strain rates is smooth as observed experimentally and substantially different from Blum's failure mechanism [2]. The computed values of passive earth pressure coefficients 3D and 3D are listed in tables, and compared to upper-bound solutions given by Soubra and Regenass [3] using the kinematical approach of the limit analysis theory and to the currently used bi-dimensional values of Caquot and Kérisel [4] as well. It can be observed that the computation results are close to those of Soubra and Regenass [3], when the angle of friction is weak. However, the discrepancy increases with the increase of the soil friction angle and the decrease of wall breadth. This comparison shows that these authors greatly overestimate the 3D passive earth pressure coefficients for practical values. In the case of wall breadth / penetration depth = 10, the present computation results of the 3D earth pressure coefficients for associative material are similar to the values in 2D proposed by Caquot and Kérisel [4]. References 1 FLAC-Fast Lagrangian Analysis of Continua. ITASCA Consulting Group, Inc., Minneapolis, 2000. 2 Blum, H., "Wirtschaftliche Dalbenformen und deren Berechnung", Bautechnik, 10(5), 1932. 3 Soubra, A.-H., Regenass, P., "Three-dimensional passive earth pressures by kinematical approach", ASCE, Jour. Geot. Geoenv. Eng., pp. 969-978, 2000. doi:10.1061/(ASCE)1090-0241(2000)126:11(969) 4 Caquot, A., Kérisel, J., "Tables de poussée et de butée", Gauthier-Villard, Paris, 1948. purchase the full-text of this paper (price £20) Back to top ©Civil-Comp Limited 2023 - terms & conditions