Abstract
A formulation for limit analysis of three-dimensional masonry structures modelled as rigid block assemblages is presented. A concave contact model is adopted for interfaces, using contact points located at the corners of the interface to represent interactions. A no-tension and non-associative frictional behaviour with limited compressive strength is considered for joints. The limit analysis problem is formulated as a second order cone programming problem (SOCP) and an iterative procedure is proposed to model crushing failure and to take into account non-associative frictional behaviour. Applications to numerical case studies are presented for validation. Finally, the accuracy and the computational efficiency of the proposed formulation are evaluated by a comparison with the results of a full scale experimental sub-assemblage of a masonry pier-spandrel system.
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