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Modeling of unreinforced masonry walls under shear and compression
AbstractThis paper presents a numerical formulation for the analysis of unreinforced masonry walls under shear–compression fracture. To achieve this, the formulation of Attard and Tin-Loi [Attard MM, Tin-Loi F. Numerical simulation of quasibrittle fracture in concrete. Engineering Fracture Mechanics 2005;72:387–411] used for the simulation of fracture in concrete has been extended to model unreinforced masonry and enhanced by including a compression cap in the failure surface. The finite element formulation is based on a triangular unit, constructed from constant strain triangles, with nodes along its sides but not at the vertex or the center of the unit. Fracture is modeled through a constitutive softening-fracture law at the boundary nodes. The constitutive law is a single branch softening law. The material within the triangular unit remains linear elastic. Triangular units are grouped into rectangular zones which mimic brick units and mortar joints. The path-dependent softening behaviour is solved using a linear complementarity problem (LCP) formulation, in non-holonomic rate form within a quasi-prescribed displacement approach. The inelastic failure surface is modeled using a Mohr–Coulomb failure surface with a tension cut-off and a linear compression cap. The formulation is verified by comparing the results with available experimental and numerical results on shear walls under shear compression loading.
Modeling of unreinforced masonry walls under shear and compression
AbstractThis paper presents a numerical formulation for the analysis of unreinforced masonry walls under shear–compression fracture. To achieve this, the formulation of Attard and Tin-Loi [Attard MM, Tin-Loi F. Numerical simulation of quasibrittle fracture in concrete. Engineering Fracture Mechanics 2005;72:387–411] used for the simulation of fracture in concrete has been extended to model unreinforced masonry and enhanced by including a compression cap in the failure surface. The finite element formulation is based on a triangular unit, constructed from constant strain triangles, with nodes along its sides but not at the vertex or the center of the unit. Fracture is modeled through a constitutive softening-fracture law at the boundary nodes. The constitutive law is a single branch softening law. The material within the triangular unit remains linear elastic. Triangular units are grouped into rectangular zones which mimic brick units and mortar joints. The path-dependent softening behaviour is solved using a linear complementarity problem (LCP) formulation, in non-holonomic rate form within a quasi-prescribed displacement approach. The inelastic failure surface is modeled using a Mohr–Coulomb failure surface with a tension cut-off and a linear compression cap. The formulation is verified by comparing the results with available experimental and numerical results on shear walls under shear compression loading.
Modeling of unreinforced masonry walls under shear and compression
Chaimoon, Krit (author) / Attard, Mario M. (author)
Engineering Structures ; 29 ; 2056-2068
2006-10-24
13 pages
Article (Journal)
Electronic Resource
English
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