Thrust Line Using Linear Elastic Finite Element Analysis for Masonry Structures


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Failure of masonry structures are generally studied in terms of the formation of unstable mechanisms and the thrust line approach is considered to be the most useful tool for this. Thrust line analysis is a simple technique for studying the stability of masonry structures, although its applicability is limited to specific types of structures because of various implicit assumptions. Finite element analysis, on the other hand, is versatile but computationally more intensive. This paper presents a linear elastic finite element analysis based method of obtaining the thrust line of a masonry structure. The proposed method allows the application of the thrust line analysis to structures with any complicated geometry while retaining the simplicity of this approach for studying the stability of a masonry structure. The proposed method is applied to various case study structures and the sensitivity of the results to the adopted material property data in the finite element analysis is studied. The proposed method also allows a structural engineer, who is usually familiar with the finite element analysis, to easily migrate to the stability analysis of masonry systems.



Advanced Materials Research (Volumes 133-134)

Edited by:

Xianglin Gu and Xiaobin Song




M. Varma et al., "Thrust Line Using Linear Elastic Finite Element Analysis for Masonry Structures", Advanced Materials Research, Vols. 133-134, pp. 503-508, 2010

Online since:

October 2010




[1] Block, P, Ciblac, T, and Ochsendorf, J (2006). Real time limit analysis of vaulted masonry buildings., Computers and Structures, 84, 1841-1852.


[2] Buhan, P, and Felice, G (1997). A homogenization approach to the ultimate strength of brick masonry., J. Mech. Phys. Solids, 45, 1085-1104.

[3] Cecchi, A, and Marco, R (2002). Homogenized strategy towards constitutive identification of Masonry., Journal of Engineering Mechanics, 128, 688-697.


[4] Clemente, P, Occhiuzzi, A, and Rathel, A (1995). Limit behavior of stone arch bridges., Journal of Structural Engineering, 121, 1045-1050.


[5] Heyman, J (1967). On shell solutions of masonry domes., International Journal of Solids and Structures, 3, 227-241.

[6] Heyman, J (1969). The safety of masonry arches., International Journal Mech. Sci., 11, 368-385.

[7] Milani, G, Lourenco, P, and Tralli, A (2006). Homogenised limit analysis of masonry walls, Part I: Failure Surfaces., Computers and Structures, 84, 166-180.


[8] O'Dwyer, D (1999). Funicular analysis of masonry vaults., Computers and Structures, 73, 187-197.


[9] Pegon, P, Pinto, A, and Geradin, M (2001). Numerical modelling of stone-block monumental structures., Computers and Structures, 79, 2165-2181.


[10] The ANSYS software website. [Online]. http: /www. ansys. com.

[11] Zucchini, A, and Lourenco, P (2004). A coupled homogenisation - damage model for masonry cracking., Computers and Structures, 82, 917-929.