A three-dimensional cyclic meso-scale numerical procedure for simulation of unreinforced masonry structures

Aref, Amjad J.; Dolatshahi, Kiarash M.

doi:10.1016/j.compstruc.2013.01.012

Cited by 98 publications

(54 citation statements)

References 15 publications

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“…The crack formations in the joints were in good agreement with experimental results; however masonry components were modelled using an isotropic linear elastic law where a possible compressive failure mechanism was not taken into consideration. Aref and Dolatshahi [17] developed a 3D constitutive material model with an explicit-dynamic analysis procedure in Abaqus. The model was defined through a user-defined subroutine to capture the linear and non-linear behaviour of masonry under inplane, out-of-plane and cyclic loadings.…”

Section: Introductionmentioning

confidence: 99%

Simulating masonry wall behaviour using a simplified micro-model approach

Abdulla

Cunningham

Gillie

2017

Engineering Structures

186

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Keywords:Modelling masonry Surface-based cohesive behaviour XFEM Crack propagation In-plane load Out of plane load Cyclic in-plane load a b s t r a c tIn this paper, a simplified micro-model approach utilising a combination of plasticity-based constitutive models and the extended finite element method (XFEM) is proposed. The approach is shown to be an efficient means of simulating the three-dimensional non-linear behaviour of masonry under monotonic in-plane, out of plane and cyclic loads. The constitutive models include surface-based cohesive behaviour to capture the elastic and plastic behaviour of masonry joints and a Drucker Prager (DP) plasticity model to simulate crushing of masonry under compression. The novel use of XFEM in simulating crack propagation within masonry units without initial definition of crack location is detailed. Analysis is conducted using standard finite element software (Abaqus 6.13) following a Newton Raphson algorithm solution without employing user-defined subroutines. The capability of the model in terms of capturing nonlinear behaviour and failure modes of masonry under vertical and horizontal loads is demonstrated via comparison with a number of published experimental studies.

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Section: Introductionmentioning

confidence: 99%

Simulating masonry wall behaviour using a simplified micro-model approach

Abdulla

Cunningham

Gillie

2017

Engineering Structures

186

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“…The experimental model of in-plane loaded central opening masonry wall as well-documented results by Vermelfoort andRaijmakers (1992 &1993) (Lourenço, 1997) (Aref and Dolatshahi ,2013) is considered. The Figure (4) depicted the details and dimension of masonry wall were made of clay bricks(210 mm,52 mm,100 mm), the dimension of the wall (1000 mm*990 mm) consists of 16 rows of bricks and the thickness of the mortar is 10 mm.…”

Section: Truss Element (T3d2)mentioning

confidence: 99%

Representation of The Masonry Walls Techniques By Using FEM

2017

Aust. J. Basic & Appl. Sci.

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Masonry is one of the oldest building systems used to date, although with the development of building construction methods the principle of linking two materials (bricks and mortar) still is the basis. This system has several advantages, including acceptable appearance, strength, durability, thermal insulation and fire resistance, as well as the ease and speed of implementation. Despite these features, this system of construction remains designed to withstand vertical loads and is sensitive to seismic loads. The seismic performance is assessed by calculating the base shear, drift and comparing it with the standard seismic demand requirements. The main objective of this paper evaluates masonry wall modeling using the representation techniques adopted in literature and use the appropriate technique to represent masonry room by using the ABAQUS software under the seismic load. Results: The results of the numerical analysis using the finite element method with the experimental results of the masonry wall, where a significant convergence was achieved. The total displacement value was 15 mm for the experimental work, while the total displacement value was for micro modeling method 14.32, simplified modeling 14.25 and macro modeling 14.18.As well the results of the macro modeling of room under dynamic load, the maximum displacement found from finite element analysis is 55.51 mm, while the maximum displacement found in the experimental investigation is 60.80 mm. The results showed a great convergence between the techniques of representation. The macro modeling is selected to the representation of the large models as it saves time and effort. As for the analysis of the results, the results were satisfactory under dynamic load. The results were close to the experimental work and proved the efficiency of the ABAQUS program and the suitability of the elements of the program to represent the masonry, rebar and nonlinear properties of the materials.

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“…In order to represent such behavior, it is necessary to have a good knowledge of each constituent element of masonry and the interaction generated among such elements [14]. The behavior of URM when subjected to seismic actions may be understood by means of a tri-dimensional analysis of masonry panels by using the computational tools of modeling and by describing the elastic and inelastic characteristics of the materials used in the constitutive model [15].…”

Section: Introduction mentioning

confidence: 99%

Structural Response of Unreinforced Masonry Walls

Agüera¹,

Tornello²,

Frau³

2016

JCEA

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Historical buildings located in seismic regions have URM (unreinforced masonry) walls of considerable width as their main structure. In order to study the structural response of such type of masonry, it is necessary to know its mechanical and elastic characteristics. For such purpose, it is generally necessary to perform destructive and non-destructive tests. Other procedures, such as the study of masonry through numerical models, would make it possible to predict, with close approximation, the response of masonry to different actions. The purpose of this paper is to evaluate the behavior of URM walls subjected to axial and horizontal load by using a finite element model with the Abaqus code. Constitutive laws of materials, bricks and mortar are defined, using two constitutive models of plasticity and damage included in the materials library. The constitutive models used employ information of experimental tests performed on bricks and mortar. The results of an analysis for an URM wall subjected to axial and horizontal load are presented. Responses of walls were obtained in terms of load versus displacement for different constitutive models and for different qualities of bricks and mortar. The two constitutive models used show similar results, particularly in the response waveforms. However, the ultimate capacity values show mean variations of around 30%. The two constitutive models display high dependence upon the mechanical characteristics of bricks and mortar.

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A three-dimensional cyclic meso-scale numerical procedure for simulation of unreinforced masonry structures

Cited by 98 publications

References 15 publications

Simulating masonry wall behaviour using a simplified micro-model approach

Simulating masonry wall behaviour using a simplified micro-model approach

Representation of The Masonry Walls Techniques By Using FEM

Structural Response of Unreinforced Masonry Walls

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