New Constitutive Model for Interface Elements in Finite-Element Modeling of Masonry

Kumar, Nitin; Barbato, Michele

doi:10.1061/(asce)em.1943-7889.0001592

Cited by 26 publications

(19 citation statements)

References 38 publications

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“…, in which  is the normal stress, s  is the in-plane shear stress, t  is the out-of-plane shear stresses, n u is the normal displacement, s u is the in-plane relative shear displacement, and t u is the out-of-plane relative shear displacement [5]. By contrast, the expanded masonry units are modeled using continuum FE elements, the mechanical behavior of which can be described by different material constitutive models, i.e., rigid, elastic, and inelastic constitutive models, corresponding to SMM-I, SMM-II, and SMM-III, respectively.…”

Section:  mentioning

confidence: 99%

“…Over the last three decades, finite element (FE) simplified micro-modeling techniques have been commonly employed to investigate the local and global mechanical response of masonry structures [1][2][3][4][5][6][7][8][9][10][11][12]. Simplified micro-models (SMMs) have been used as a computationally efficient alternative to detailed micro-models, which require the FE discretization of all masonry constituents, i.e., masonry units (bricks or blocks), mortar layers, and unit-mortar interfaces, and have been used only for small masonry components due to their high computational cost [13][14][15][16][17][18][19].…”

Section: Introductionmentioning

confidence: 99%

“…This model has also been widely used for numerical modeling of masonry structures [32][33][34], and has been extended based on a damage-plasticity framework to simulate the cyclic behavior of masonry [35]. More recently, Kumar and Barbato [5] proposed a new three-dimensional two-surface interface constitutive model with improved computational efficiency and robustness. Other SMM-II approaches available in literature are based on different interface constitutive models based on damage and friction [36][37][38][39], elasto-plasticity [2,3,12], damage-plasticity [35,40], softening fracture [41], and viscoplasticity [42].…”

Section: Introductionmentioning

confidence: 99%

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Capabilities and limitations of existing finite element simplified micro-modeling techniques for unreinforced masonry

Kumar¹,

Barbato²,

Rengifo-López³

et al. 2022

Res. Eng. Struct. Mater.

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Finite element (FE) simplified micro-modeling techniques are commonly used to investigate and predict the mechanical behavior of masonry structures because they provide a good compromise between accuracy and computational cost. These FE techniques generally discretize masonry structural elements into expanded masonry units and zero-thickness interface joints of assumed known locations. These joints correspond to actual masonry joints and to preferential cracking surfaces, which are often placed vertically in the middle of the expanded masonry units to simulate the cracking mechanisms that are typically observed in masonry bricks and blocks. Three different versions of simplified micromodels (SMMs) are widely used in the literature to model the response of masonry walls and assemblies: SMMs with rigid, elastic, and elasto-plastic constitutive models for the expanded masonry units. All SMMs are based on the hypothesis that the masonry inelastic behavior and cracking are concentrated along the pre-defined zero-thickness interface joints. The hypothesis is often satisfied for ordinary masonry, in which masonry units are generally stronger than the masonry joints, i.e., mortar and unit-mortar interface. However, this hypothesis is not always satisfied for historical masonry with units of irregular shapes or for earth block masonry, in which masonry units and masonry joint can have similar mechanical properties. This paper highlights the capabilities and limitations of SMM techniques by comparing the experimentally-measured and numerically-simulated response of ordinary and earth block masonry walls, for which well-documented experimental results are available in the literature. It is found that SMMs can properly reproduce the mechanical behavior of masonry when the masonry units are significantly stronger than the masonry joints; however, SMMs produce poor estimates of the mechanical response when this hypothesis is not satisfied. This finding highlights the need to develop more general FE models to investigate the mechanical behavior of different masonry materials and construction techniques, as well as to identify the parameters controlling the cracking patterns and the conditions under which SMM techniques can be accurately use.

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Section:  mentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Capabilities and limitations of existing finite element simplified micro-modeling techniques for unreinforced masonry

Kumar¹,

Barbato²,

Rengifo-López³

et al. 2022

Res. Eng. Struct. Mater.

Self Cite

View full text Add to dashboard Cite

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“…Some researchers adopted micro-modeling approaches to study masonry as they represent its comp lex behavior very well. Mortar and two unit-mortar interfaces are lumped into a zero-thickness joint (modeled using an interface element) between expanded masonry units [2], [14], [15].…”

Section: Numerical Modelmentioning

confidence: 99%

Numerical and parametric study of the yield stress limits of reinforcement bars in clay block masonry structures

Izquierdo

Corrêa

Izquierdo

et al. 2021

Rev. IBRACON Estrut. Mater.

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The Brazilian Standard Structural Masonry considers for the maximum tensile stress (fs) of the reinforcements embedded in the grout in clay blocks with smooth surfaces several limits of the yield stress for the reinforcement (fyk). This work aims to analyze the limits of the yield stress of reinforcement bars in clay block masonry structures by numerical and parametric analysis in push-out and pull-out tests, varying the type of grout and reinforcement diameter. A numerical study was performed using a 3D-model with the DIANA® software based on the Finite Element Method. The parametric study confirmed that the limits obtained in this research for reinforcement diameter of 8 mm, 10 mm, 12.5 mm and 16 mm are in agreement with the limits specified by the Brazilian Standard, with exception of the 20 mm diameter, which limit was lower than indicated by the Standard. The tensile stress limits of the embedded reinforcement progressively reduce with increasing rebar diameter, being the failure is dominated by the bond strength of the block/grout interface.

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“…The first work on Experimental and Numerical-Computer Model was reported at University of Illinois [2]. Later on, others researches had worked, around the world [3][4][5][6][7][8]. The Experimental and Numerical-Computer Model had been useful to understand much better behavior material and collapse patterns.…”

Section: Introductionmentioning

confidence: 99%

Self-Assessment of experimental and numerical computer models developed at CISMID based on a bench-mark model developed in Japan at 1994

Rojas

2019

TEC

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This article reports the state-of-the-art of the implementation of finite element modeling for clay masonry walls under lateral loads. Important work had been developed at CIMID Laboratory of Structures in clay walls under lateral loads and, according to the review, nowadays, researches mainly report experimental tests with their numerical nonlinear models. This process is important to validate and complement their results. Bench-mark model developed in 1994 at Chiba University had been selected to evaluate all work developed at CISMID in these recently years. The evaluation uses three variables: 1) The study evaluated include experimental results for masonry walls, (2) The study evaluated use nonlinear models for interaction between mortar and bricks, and (3) The study evaluated record their results with graphics showing the failure process. Finally, evaluate these models with finite elements demand high costs because the hardware and software requirements. However, the acquisition of a computer for High Performance Computing is necessary to afford this kind of research.

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New Constitutive Model for Interface Elements in Finite-Element Modeling of Masonry

Cited by 26 publications

References 38 publications

Capabilities and limitations of existing finite element simplified micro-modeling techniques for unreinforced masonry

Capabilities and limitations of existing finite element simplified micro-modeling techniques for unreinforced masonry

Numerical and parametric study of the yield stress limits of reinforcement bars in clay block masonry structures

Self-Assessment of experimental and numerical computer models developed at CISMID based on a bench-mark model developed in Japan at 1994

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