Boundary element analysis of masonry structures Y. F. Rashed*, M. H. Abdalla andM. A. R. Youssef Department ofStructural Engineering, Cairo University, Giza, *Present address: Wessex Institute of Technology, Southampton Abstract In this paper, the boundary element method is used to model the non-linear behaviour of masonry. Cracking, debonding and crushing failure modes are con- sidered. However, the material non-linearity is ignored. Initial stresses, based on a developed algorithm, are used to represent the failure modes. The present model uses an incremental iterative solution procedure to track the failure at each loading stage. A masonry wall under vertical loading is analyzed using the present model. The results are compared to the existing experimental and finite element results to show the accuracy and the validity of the present model. 1. Introduction Masonry in structural engineering is used in load bearing elements such as bear- ing walls, or as infill as in building partitions. Field observations and research indicated that masonry members contribute significantly to the overall resisting capacity of the building system. Therefore, researchers have investigated dif- ferent aspects of masonry behaviour employing experimental techniques (see for example [2]) and numerical techniques such as the finite element method (see for example [3]). Alessandri and Brebbia [4] used the no-tension solution algorithm developed by Vinturini and Brebbia [5] to analyze masonry walls via the boundary element technique. They considered soil-like cracking assuming that masonry has no resistance in tension. However, this technique isonly suitable for infinite domains and itshows a lotof difficulty in modeling problems that have many failure zones in different places as shown by Rashed [6]. In this work, the boundary element method is used to model the non-linear behaviour of the masonry. Cracking, debonding and crushing failure modes are considered. Initial stresses, based on a developed algorithm, are used to represent the failure modes. The proposed procedures are implemented in an incremental- iterative solution technique to track the failure at each loading stage. 2. Boundary element formulation For an elastic body of domain $1 with boundary T, the integral representation of the governing Navier differential equations between the source point x' G I located on a smooth boundary and thefieldpoint x G F is: Transactions on Modelling and Simulation vol 18, © 1997 WIT Press, www.witpress.com, ISSN 1743-355X
Boundary element analysis of masonry structures
Jun 14, 2023
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