ABSTRACT
In rigid block limit analysis of masonry structures, an infinite compressive is usually assumed at contact interfaces. This assumption is generally suitable to model unreinforced masonry structures with dry-joint or poor quality mortar joints, such as historical buildings, whose behaviour is mainly governed by nil or low tensile strength, sliding and rocking failure. 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. The original model, which is based on a 'point-contact' formulation and assumes tensionless frictional behaviour with infinite compressive strength and non-associative behaviour for sliding failure, has been extended to include crushing failure at contact interfaces. Failure conditions related to crushing failure have been included in the formulation of the mathematical programming problem using a simple linearization procedure.
