Abstract
In this paper, a new method, called the Plastic Block method, was introduced to improve the current rigid block solutions in framework of rigorous limit analysis method. It is a combination of rigid block limit analysis and finite-element limit analysis methods used in the upper bound limit analysis solutions of stability problems in soil mechanics. The method is similar to the first one in terms of speed of solution process and consideration of a collapse mechanism as a priority, and also is similar to the second one in terms of capability of considering plastic deformability of the blocks in calculation of internal dissipation of energy (besides that of velocity discontinuities between them). Comparison of the results obtained by the proposed method, using a few number of blocks (in case of the classical bearing capacity problem of shallow foundations selected to illustrate capability of the method), showed the better (smaller) upper bound not only in comparison with the well-known rigid block solutions, but also in comparison with some cases of finite-element limit analysis solutions obtained by the models including a large number of elements.
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References
Sloan SW (2013) Geotechnical stability analysis. Géotechnique 63(7):531. https://doi.org/10.1680/geot.12.RL.001
Drucker DC, Prager W (1952) Soil mechanics and plastic analysis or limit design. Q Appl Math 10(2):157–165. https://www.jstor.org/stable/43633942
Chen WF, Mizuno E (1990) Nonlinear analysis in soil mechanics. Elsevier, Amsterdam
Michalowski R (1997) An estimate of the influence of soil weight on bearing capacity using limit analysis. Soils Found 37(4):57–64. https://doi.org/10.3208/sandf.37.4_57
Michalowski RL (2001) Upper-bound load estimates on square and rectangular footings. Géotechnique 51(9):787–798. https://doi.org/10.1680/geot.2001.51.9.787
Michalowski RL (2013) Stability assessment of slopes with cracks using limit analysis. Can Geotech J 50(10):1011–1021. https://doi.org/10.1139/cgj-2012-0448
Utili S (2014) Discussion of “Stability assessment of slopes with cracks using limit analysis.” Can Geotech J 51:822–825. https://doi.org/10.1139/cgj-2014-0085
Utili S (2015) Discussion of “Limit analysis of slopes with cracks: comparisons of results.” Eng Geol 197:306–307. https://doi.org/10.1016/j.enggeo.2015.05.002
Zhou H, Zheng G, He X, Xu X, Zhang T, Yang X (2018) Bearing capacity of strip footings on c–φ soils with square voids. Acta Geotech 13(3):747–755. https://doi.org/10.1007/s11440-018-0630-0
Farzaneh, O., Askari, F., & Ganjian, N. (2008). Three-dimensional stability analysis of convex slopes in plan view. Journal of Geotechnical and Geoenvironmental Engineering, 134(8), 1192–1200. https://doi.org/10.1061/(ASCE)1090-0241(2008)134:8(1192)
Farzaneh O, Askari F (2003) Three-dimensional analysis of nonhomogeneous slopes. J Geotech Geoenviron Eng 129(2):137–145. https://doi.org/10.1061/(ASCE)1090-0241(2003)129:2(137)
Askari F, Farzaneh O (2003) Upper-bound solution for seismic bearing capacity of shallow foundations near slopes. Geotechnique 53(8):697–702. https://doi.org/10.1680/geot.2003.53.8.697
Kumar J, Kouzer KM (2007) Effect of footing roughness on bearing capacity factor Nγ. J Geotech Geoenviron Eng 133(5):502–511. https://doi.org/10.1061/(ASCE)1090-0241(2007)133:5(502)
Kumar J, Khatri VN (2008) Effect of footing width on bearing capacity factor Nγ for smooth strip footings. J Geotech Geoenviron Eng 134(9):1299–1310. https://doi.org/10.1061/(ASCE)1090-0241(2008)134:9(1299)
Sloan S, Kleeman P (1995) Upper bound limit analysis using discontinuous velocity fields. Comput Methods Appl Mech Eng 127:293–314. https://doi.org/10.1016/0045-7825(95)00868-1
Lyamin AV, Sloan SW (2002) Upper bound limit analysis using linear finite elements and non-linear programming. Int J Numer Anal Meth Geomech 26(2):181–216. https://doi.org/10.1002/nag.198
Coulomb CA (1773) Essai sur une application des règles de maximis & minimis à quelques problèmes de statique, relatifs a l’architecture. Mémoires de Mathèmatique & de Physique présentés à L’Academie Royale des Sciences, 7, 343–382. https://trid.trb.org/view/124803
Rao S (1996) A text book on Engineering optimization, theory and practice, 3rd edn. Wiley, New York
Nama S, Saha AK, Ghosh S (2015) Parameters optimization of geotechnical problem using different optimization algorithm. Geotech Geol Eng 33(5):1235–1253. https://doi.org/10.1007/s10706-015-9898-0
Terzaghi K (1943) Theoretical soil mechanics. John Wiley & Sons, New York. https://doi.org/10.1002/9780470172766.fmatter
Meyerhof GG (1963) Some recent research on the bearing capacity of foundations. Can Geotech J 1(1):16–26. https://doi.org/10.1139/t63-003
Vesic AS (1975) Bearing capacity of shallow foundations. Found Eng Handb. https://doi.org/10.1007/978-1-4615-3928-5_4
Farzaneh O, Ganjian N, Askari F (2010) Rotation–translation mechanisms for upper-bound solution of bearing capacity problems. Comput Geotech 37(4):449–455. https://doi.org/10.1016/j.compgeo.2010.01.004
Ukritchon B, Whittle AJ, Klangvijit C (2003) Calculations of bearing capacity factor Nγ using numerical limit analyses. J Geotech Geoenviron Eng 129(5):468–474. https://doi.org/10.1061/(ASCE)1090-0241(2003)129:6(468)
Hjiaj M, Lyamin AV, Sloan SW (2005) Numerical limit analysis solutions for the bearing capacity factor Nγ. Int J Solids Struct 42(5–6):1681–1704. https://doi.org/10.1016/j.ijsolstr.2004.08.002
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Appendix A
Appendix A
Figure
11 displays a proposed failure mechanism modeled with triangular blocks as well as the labels given to the points. Slip surface is labeled with numbers 1–4 and ground surface is labeled with points 1′–4'.
Vector {X} is defined as:
where n is the number of nodes, on failure surface (1–4 in Fig. 11), which is also equal to the number of nodes on ground surface (1′–4′), xj and yj are the first and second coordinates of node j located on failure surface, respectively, and xi represents the first coordinate of node i located on ground surface. The second coordinate of node i can be determined through geometry (this coordinate is not included in vector {X}). Initial value of vector {X} is called {X0}. Normalized displacement vector {S} is defined as follows to formulate displacement of the nodes:
Function E(X) (potential energy function) is defined as Eq. 8. This function must be minimized through linear programming.
Assuming E(λ) = E(X0 + λS) as potential energy function around {X0}, this function can be locally minimal around {X0} by satisfying the following equation:
λ* (optimal value of λ) can be obtained by solving Eq. 14.
In any stage of optimization, when \({\overline{\mathbf{X}}}^{*}\), a vector in locality of vector{X0} locally minimizes the function E, which can be expressed as \({\overline{\mathbf{X}}}^{*} = {\mathbf{X}}_{0} + \lambda^{*} {\mathbf{S}}\) where, \({\mathbf{S}} = - \nabla E({\mathbf{X}}_{0} )\).
If the vector S is normalized relative to its length, then λ will be between zero and one. Negative gradient is chosen as a direction for minimization. In this method, an initial trial point Xi is moved iteratively toward optimal point according to the following formula:
The following criteria can be used for termination of iterative process:
The above method can be accelerated by several modifications (Rao [18]), perhaps the most effective of which is the PARTAN (parallel tangents).
The minimum of function E is determined and the bearing capacity of the foundation can be calculated straightforwardly using Eq. 8 by obtaining XN (the final value of Xi that satisfied the criteria as Eq. 16).
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Khoshzaban, A., Askari, F. & Farzaneh, O. Introduction of Plastic Block Method in the Upper Bound Limit Analysis of Soil Stability Problems. Int J Civ Eng 19, 897–910 (2021). https://doi.org/10.1007/s40999-020-00596-3
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DOI: https://doi.org/10.1007/s40999-020-00596-3