Numerical modelling of the shear-bond behaviour of composite slabs in four and six-point bending tests

Ríos, José D.; Cifuentes, Héctor; Concha, Antonio Martínez-De La; Medina-Reguera, Fernando

doi:10.1016/j.engstruct.2016.12.025

Cited by 24 publications

(12 citation statements)

References 17 publications

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“…This deflection was obtained for the nonlinear phase of the load-displacement curve and there is a greater curvature of the composite slab at the application point of the load. This justifies the fact that some authors add elements (cracking inducers) in this point that may represent concrete behavior after cracking [7].…”

Section: Figure 12supporting

confidence: 55%

“…The authors point out that the correct modeling of the shear stress versus shear stress curve at the steel-concrete interface is the factor that most affects the accuracy of numerical results. A method dependent of few parameters for the modeling of the shear stress versus slip curve is also proposed [7]. In most numerical analysis papers of composite slabs [7, 8, 9, 10, 11 and 12] the authors simulate the concrete slab by three-dimensional elements, the steel decking by flat shell elements, and the connec-tion by using interface elements.…”

Section: Introductionmentioning

confidence: 99%

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Nonlinear numerical analysis of composite slabs with steel decking

Silva

2019

Rev. IBRACON Estrut. Mater.

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The composite slabs behavior is governed by longitudinal shear at the interface between the steel deck and concrete, which is developed in slabs under simple bending. The m-k method and the partial connection method, that are used in the evaluation of shear strength at the steel-concrete interface of composite slabs, are based on expensive and long-term experimental tests. The main objective of this work is to implement a finite element model for nonlinear numerical analysis of concrete slabs with steel decking. For this, flat shell elements are implemented, considering Reissner-Mindlin and Kirchoff plate theories, bar elements, considering the beam theory of Tymoshenko, and interface elements. In the numerical analyzes presented in the present work, the steel deck and the concrete slab, of thickness given by the total height of the slab less the height of the steel deck, are modeled with flat shell elements. The concrete rib is modeled with bar elements. The contact between steel deck and concrete is modeled through interface elements. The geometric and material nonlinearities are considered in the numerical analysis. The analyzed examples validate the numerical model suggested in this work, presenting the advantage of using a two-dimensional discretization of the problem while in comparative numerical models are uses a three-dimensional discretization of the concrete slab.

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Section: Figure 12supporting

confidence: 55%

Section: Introductionmentioning

confidence: 99%

Nonlinear numerical analysis of composite slabs with steel decking

Silva

2019

Rev. IBRACON Estrut. Mater.

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“…Gholamhoseini et al [23] generated a threedimensional (3D) solid FE model by ATENA, where interface elements were introduced to represent the bonding between steel and concrete. Ríos et al [24] put forward an effective FE model which reproduces the longitudinal shear behavior of composite slabs with profiled sheeting. Ferrer et al [25] built 3D non-linear FEM models of composite slabs to represent the longitudinal slip mechanics in "pull-out" tests.…”

Section: Monolithic Joint Precast Slabmentioning

confidence: 99%

On-Site Experimental and Numerical Investigations of Latticed Girder Composite Slabs

et al. 2021

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In this study, on-site bending experiments which represented realistic and pragmatic engineering applications were performed to investigate the resistance, deflection, and cracking process of latticed girder composite slabs. Then, utilizing ABAQUS software, nonlinear finite element (FE) models were established to investigate the behavior of the slabs. The modeling took into account the contact between the precast and cast-in-place concrete interfaces. Additionally, a damage-cracking methodology was introduced to evaluate the crack opening width of the slab. The results demonstrated that the proposed numerical model was capable of reproducing the typical behavior of the composite slabs’ performance analysis. The experimental and numerical results demonstrate that the lattice girder composite slabs conformed to the requirement of existing design codes.

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“…Notably, the slabs were made without support in the middle of span during the concreting. J. Rios [11] studied a set of 6-point bending tests and FE models. The profiled sheeting was the same used in a similar article related to 4-point bending test [12] but the ultimate strengths in two test setups were not compared, because of the different slenderness and shear lengths.…”

Section: Introductionmentioning

confidence: 99%

An Experimental and Numerical Study of the Load Distribution Effect on Composite Slab Shear Resistance

Soltanalipour¹,

Ballester²,

Carvajal³

et al. 2019

IJSCER

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-The design codes prescribe "a close simulation" of the uniformly distributed loads for bending tests, since, applying an ideal uniform load on the slab surface, is not technically as simple as applying concentrated loads by spreader beams. The 4-point bending test used in both standard methods m-k and PCM to determine the shear resistance of composite slabs is currently the most conventional loading arrangement. This article presents the comparison between the 4-point bending and uniform load results, obtained from both experimental tests and numerical simulations. Two groups of specimens, made with a common trapezoidal steel profile and concrete, including short and long spans, have been tested under the two loading setups. The numerical analysis of these slabs has been carried out through modelling the realistic interaction of steel and concrete. For the 4-point bending simulation, predefined vertical cracks are modelled representing the real crack inducers, whereas, for the uniform load case, the Willam-Warnke model is used. Both the experimental and the numerical results indicated that the 4-point bending test provides higher shear strength than uniform load. The experimental part was conducted by LERMA (Universitat Politè cnica de Catalunya-BarcelonaTech) in collaboration with AdMaS-BUT at Brno University of Technology. The 3D FEM of composite slabs has been made through ANSYS software.

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Numerical modelling of the shear-bond behaviour of composite slabs in four and six-point bending tests

Cited by 24 publications

References 17 publications

Nonlinear numerical analysis of composite slabs with steel decking

Nonlinear numerical analysis of composite slabs with steel decking

On-Site Experimental and Numerical Investigations of Latticed Girder Composite Slabs

An Experimental and Numerical Study of the Load Distribution Effect on Composite Slab Shear Resistance

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