On braced trapezoidal corrugated steel shear panels: An experimental and numerical study

doi:10.1007/s11709-023-0934-5

Front. Struct. Civ. Eng.

2023, Vol. 17

Issue (3) : 396-410 https://doi.org/10.1007/s11709-023-0934-5

RESEARCH ARTICLE

On braced trapezoidal corrugated steel shear panels: An experimental and numerical study

Vahid AMIRI, Arash AKBARI HAMED(

), Karim ABEDI

Faculty of Civil Engineering, Sahand University of Technology, Tabriz 5331817634, Iran

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Abstract

In this study, a new system consisting of a combination of braces and steel infill panels called the braced corrugated steel shear panel (BCSSP) is presented. To obtain the hysteretic behavior of the proposed system, the quasi-static cyclic performances of two experimental specimens were first evaluated. The finite element modeling method was then verified based on the obtained experimental results. Additional numerical evaluations were carried out to investigate the effects of different parameters on the system. Subsequently, a relationship was established to estimate the buckling shear strength of the system without considering residual stresses. The results obtained from the parametric study indicate that the corrugated steel shear panel (CSSP) with the specifications of a = 30 mm, t = 2 mm, and θ = 90° had the highest energy dissipation capacity and ultimate strength while the CSSP with the specifications of a = 30 mm, t = 2 mm, and θ = 30° had the highest initial stiffness. It can thus be concluded that the latter CSSP has the best structural performance and that increasing the number of corrugations, corrugation angle, and plate thickness and decreasing the sub-panel width generally enhance the performance of CSSPs in terms of the stability of their hysteretic behaviors.

Keywords trapezoidal corrugated plate steel shear panel braced steel shear panel experimental study buckling resistance.

Corresponding Author(s): Arash AKBARI HAMED

Just Accepted Date: 11 January 2023 Online First Date: 17 April 2023 Issue Date: 24 May 2023

Cite this article:

Vahid AMIRI,Arash AKBARI HAMED,Karim ABEDI. On braced trapezoidal corrugated steel shear panels: An experimental and numerical study[J]. Front. Struct. Civ. Eng., 2023, 17(3): 396-410.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-023-0934-5
https://academic.hep.com.cn/fsce/EN/Y2023/V17/I3/396

Fig.1 Profiles of the considered corrugated plates. (a) SSP-A; (b) SSP-B.

Tab.1 Geometric properties of the experimental specimens

Fig.2 (a) Schematic view of the braced steel shear panel system; (b) connection details of the shear panel to boundary elements; (c) details of the connection of the infill panel and boundary elements; (d) schematic view and geometrical dimensions of the experimental specimens; (e) the UTM experimental setup; (f) three-dimensional schematic view of the experimental setup; (g) painting of the specimens with hydrated lime.

Tab.2 Mechanical properties of the considered steel materials

Fig.3 Geometrical dimensions and final status of the coupon test specimens (all dimensions are in mm): (a) corrugated steel plate; (b) UNP80; (c) obtained stress–strain curves of the steel materials in the infill panel and boundary members.

Tab.3 Applied loading time history protocol based on ATC-24 [51]

Fig.4 Status of the SSP-A specimen during the test at the drift values of: (a) 1%; (b) 1.4%; (c) 1.86%; (d) 2.2%; (e) 2.44%; (f) 2.55%.

Fig.5 Hysteretic curve of the SSP-A specimen.

Fig.6 Status of the SSP-B specimen during the test at the drift values of: (a) 1.02%; (b) 1.21%; (c) 1.38%; (d) 1.97%; (e) 2%; (f) 2.07%.

Fig.7 Hysteretic curve of the SSP-B specimen.

Tab.4 Comparison of the obtained experimental results for the SSP-A and SSP-B specimens

Tab.5 Comparison of the obtained values from the FE models and experimental specimens

Fig.8 Comparison of the obtained hysteresis force–displacement curves for experimental specimens (black line) and FE models (red line): (a) SSP-A; (b) SSP-B; comparison of the final experimental and numerical deformed shapes of (c) SSP-A and (d) SSP-B.

Tab.6 Specifications of the studied FE models

Tab.7 Comparison of obtained results for CSSP models with different sub-panel widths

Fig.9 Force–displacement curves of CSSP models with different sub-panel widths (θ = 30° and t = 0.5 mm).

Tab.8 Comparison of obtained results for CSSP models with different corrugation angles

Fig.10 Force–displacement curves for CSSP models with different corrugation angles (a = 30 mm and t = 0.5 mm).

Tab.9 Comparison of obtained results for CSSP models with different plate thicknesses (a = 30 mm)

Fig.11 Force–displacement curves of CSSP models with different plate thicknesses and corrugation angles (a = 30 mm): (a) t = 0.5 mm; (b) t = 1.25 mm; (c) t = 2 mm.

Fig.12 Variation of the calculated parameters in the studied FE models: (a) dissipated energy; (b) ultimate strength; (c) initial stiffness.

Fig.13 Buckling analysis to control the CSSP shear strength.

Fig.14 Surface regression of CSSP shear strength.

Tab.10 Comparison of the CSSP shear strengths obtained from the experiment, numerical calculations, and Eq. (1)

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