Numerical study on factors that influence the in‐plane drift capacity of unreinforced masonry walls

Dolatshahi, Kiarash M.; Nikoukalam, Mohammad T.; Beyer, Katrin

doi:10.1002/eqe.3024

Cited by 19 publications

(6 citation statements)

References 32 publications

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“…Figures 17 and 18, where the values of elastic stiffness, base shear capacity and lateral drift are represented against BCP, show that for each wall this variation was very close to linear and, in the case of elastic stiffness, the rate of decrease remained practically constant. In addition, it was considered pertinent to add to Figures 17 and 18 the results of Dolatshahi et al (2018), on the influence, at pier scale, of the BCP in the characteristics of the force-displacement curves under lateral load. From a parametric study of simulation with a finite elements model, such results were presented as series of ordered pairs.…”

Section: Pushover Analysis Of the Walls And Discussion Of Resultsmentioning

confidence: 99%

Traditional High-rise Unreinforced Masonry Buildings: Modeling and Influence of Floor System Stiffening on Their Overall Seismic Response

Jiménez-Pacheco

González-Drigo²,

Beneit³

et al. 2020

International Journal of Architectural Heritage

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This paper summarizes a study whose primary objectives were to develop a model for nonlinear static analysis of unreinforced masonry (URM) buildings, considering the flexibility of the floor system and analyzing the influence of stiffening the floor system on the overall seismic response of such buildings. With this aim, a six-story building typical of the Eixample-Barcelona district was used as a case study. All the macro-elements, those that constitute the walls and the floor system, were developed with one-dimensional spring elements. The influence of stiffening the floor system was analyzed by applying conventional stiffening interventions to the two floor systems common in the Eixample-Barcelona district. 2The overall seismic response was evaluated in terms of modal parameters, the characteristics of the pushover curves and the deformed shape of the floors. The outcomes are discussed in relation to recent studies and explained in the context of previous studies. Finally, in the two unstiffened cases of the prototype building, the stiffening of the floor system slightly increases in fundamental periods, slightly to moderately increases in base shear capacities, and significantly decreases in displacement capacities.

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Section: Pushover Analysis Of the Walls And Discussion Of Resultsmentioning

confidence: 99%

Traditional High-rise Unreinforced Masonry Buildings: Modeling and Influence of Floor System Stiffening on Their Overall Seismic Response

Jiménez-Pacheco

González-Drigo²,

Beneit³

et al. 2020

International Journal of Architectural Heritage

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“…The FE solver represents the set of algorithms used to solve the system on nonlinear equilibrium equations corresponding to a given FE model [67,76,77]. Three different families of FE solvers have been commonly used to simulate the nonlinear structural response of masonry structures: (1) implicit static FE solvers [6,28], (2) implicit dynamic FE solvers [78,79], and (3) explicit dynamic FE solvers [4,31,43]. The implicit static FE solvers are based on an iterative method (e.g., the Newton-Raphson method [76,80]) to solve the system of nonlinear equilibrium equations corresponding to a quasi-static loading (i.e., without inertial effects) applied incrementally.…”

Section: Fe Solvermentioning

confidence: 99%

“…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]. More recently, SMM-I [31] and SMM-III approaches [43][44][45][46] have been developed to simulate the cyclic behavior of masonry systems. Bolhassani et al [47] also used an SMM-III approach to investigate the nonlinear behavior of hollow and partially grouted concrete block masonry walls using a damageplasticity traction-separation law for the masonry joint interfaces, and a damage-plasticity continuum constitutive model for expanded masonry units.…”

Section: Introductionmentioning

confidence: 99%

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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“…Several scholars have conducted a series of studies on the different factors influencing the failure mode of masonry walls [ 7 – 12 ]. The main influencing factors include constructional columns and circular beams, number of floors of the building, relative stiffness ratio of the pier and spandrel, overall aspect ratio, and structural layout plan (bearing horizontal walls, longitudinal walls, longitudinal and horizontal walls, and inner frames) [ 9 ].…”

Section: Introductionmentioning

confidence: 99%

Effects of aspect ratios and vertical loads on in-plane seismic behavior of unreinforced masonry walls: A numerical simulation

Pengfei²,

Yao³

2023

PLoS ONE

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The in-plane seismic behavior of unreinforced masonry (URM) structures is closely related to the aspect ratio of the wall and vertical load. The purpose of this study was to investigate the difference between the failure mode of the model and the horizontal load using the finite element model (FEM) under the action of aspect ratio (0.50 to 2.00) and vertical load (0.2 MPa to 0.70 MPa). The overall macro model was established using the Abaqus software, and the corresponding simulation was performed. The simulation results indicate that: i) the shear failure and flexural failure were the main failure modes of masonry walls; ii) shear failure could be viewed as the main failure mode of the model when the aspect ratio was less than 1.00; however, the flexural failure was considered to be the main failure mode of the model once the aspect ratio was greater than 1.00; iii) when a vertical load of 0.20 MPa was applied to the model, only flexural failure was observed, regardless of whether the aspect ratio of the model increased or decreased; the flexural shear mixed failure was captured within the range of 0.30 MPa– 0.50 MPa; the shear failure was the main failure mode within the range of 0.60 MPa– 0.70 MPa; and iv) the wall with an aspect ratio less than 1.00 could bear a higher horizontal load, and the increase in vertical load can significantly improve the horizontal load of the wall. In contrast, once the aspect ratio of the wall reaches or exceeds 1.00, the increase in the vertical load has little effect on the increase in the horizontal load of the wall.

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Numerical study on factors that influence the in‐plane drift capacity of unreinforced masonry walls

Cited by 19 publications

References 32 publications

Traditional High-rise Unreinforced Masonry Buildings: Modeling and Influence of Floor System Stiffening on Their Overall Seismic Response

Traditional High-rise Unreinforced Masonry Buildings: Modeling and Influence of Floor System Stiffening on Their Overall Seismic Response

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

Effects of aspect ratios and vertical loads on in-plane seismic behavior of unreinforced masonry walls: A numerical simulation

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