Experimental study on steel beam–columns composed of slender H-sections under cyclic bending

Chen, Yiyi; Pan, Lingli

doi:10.1016/j.jcsr.2013.05.020

Cited by 44 publications

(12 citation statements)

References 13 publications

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“…Although steel columns should remain elastic due to the employed capacity design principles (i.e., strong-column/weak-beam ratio), flexural yielding is still permitted near the column base. Lignos et al (2016) gathered all the available experimental data on wide-flange steel columns published to date (Popov et al 1975;MacRae et al 1990;Nakashima et al 1990;Newell and Uang 2006;Cheng et al 2013;Chen et al 2014;Suzuki and Lignos 2015;Lignos et al 2016;Ozkula et al 2017;Elkady and Lignos 2018), which comprised of 155 specimens in total. The majority of them satisfy the web compactness limit for highly ductile members, λhd, as per ANSI/AISC 341-16 (AISC 2016a).…”

Section: Introductionmentioning

confidence: 99%

Improved Seismic Design and Nonlinear Modeling Recommendations for Wide-Flange Steel Columns

Elkady

Lignos

2018

J. Struct. Eng.

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This paper presents the findings of parametric finite element (FE) simulations of more than 50 wide-flange steel columns under cyclic loading. The column sizes, which are mostly highly ductile according to the current design practice in North America, are those seen in new and existing steel seismic-resistant moment frames. The parametric study is based on a high-fidelity FE model, which is thoroughly validated with available full-scale steel column experimental data. In the FE simulations, variations in the employed lateral loading history, the applied axial load ratio were considered to assess and refine a number of provisions related to the seismic design of steel MRF columns. The assessment is based on a number of performance indicators including the column axial shortening and corresponding plastic hinge length, the column plastic rotation capacity influenced by local and global geometric instabilities, as well as the lateral stability bracing force demands. Empirical expressions are proposed to estimate these performance indicators as a function of geometric and loading parameters. Based on these expressions, seismic design recommendations are proposed to maintain column stability. A comparison with the current ASCE 41-13 nonlinear modeling provisions for steel columns is also made and specific recommendations are proposed to update the limits for force-controlled wide-flange steel columns.

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Section: Introductionmentioning

confidence: 99%

Improved Seismic Design and Nonlinear Modeling Recommendations for Wide-Flange Steel Columns

Elkady

Lignos

2018

J. Struct. Eng.

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“…Unlike a classical plastic hinge that can offer inelastic energy stably in a wide deformation range after achieving the plastic moment capacity of the section, a buckling hinge can deform stably only for a limited range after inception of yielding, and deterioration of strength and degradation of stiffness would occur when the local buckling of the section is triggered and becomes remarkable. In recent years, research works [4,5] had been carried out to investigate the hysteretic performance of H-shaped beams with slender cross-sections. The research findings of these works indicate that when the axial force is not significant, slender members can form buckling hinges subjected to bending and provide limited energy dissipation for resisting the expected seismic actions, making them promising candidates for low-to-moderate seismic regions.…”

Section: Behavior Of Buckling Hingementioning

confidence: 99%

“…The research findings of these works indicate that when the axial force is not significant, slender members can form buckling hinges subjected to bending and provide limited energy dissipation for resisting the expected seismic actions, making them promising candidates for low-to-moderate seismic regions. More details of the test program and the numerical work can be found in [4,5].…”

Section: Behavior Of Buckling Hingementioning

confidence: 99%

“…In general, HSS members and buckling hinge beams are both restricted by the limited ductility of material and insufficient energy dissipation, respectively, and are challenging or even forbidden for structures in seismic regions. Nonetheless, recent experimental research works do strengthen the effectiveness of utilizing the limited plastic energy dissipation capacity of HSS members [2] and buckling hinge beams [4,5]. In this paper, the design concept and the rationale of buckling hinge beams and the HSSF-BHEDB system are firstly clarified in detail.…”

Section: Introductionmentioning

confidence: 99%

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11.14: Seismic performance of high‐strength‐steel frame with buckling hinge beams in energy dissipation bays

Chen

Yam

2017

ce papers

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Although steel moment resisting frame (MRF) systems had long been recognized as effective seismic resistant structures, recent earthquake events and seismic loss estimations indicated that uniform damages of structural members and significant residual deformations would be expected after even a moderate earthquake event for steel MRF systems designed following the conventional ductility-based design philosophy, and this incompleteness produced the impetus for overhaul of design methodologies and developing innovative systems. With the goal of enhancing the seismic performance of steel MRF structures in low-to-moderate seismic regions, this research explored the seismic behavior of high-strength-steel (HSS) frame with energy dissipation bays (EDBs) equipped with buckling hinge beams, denoted as the HSSF-BHEDB system. In particular, the HSS frame is composed of steel with the nominal yield strength higher than 460 MPa, and the buckling hinge beams in the EDBs are constructed with cross-sections classified as Class 3 or Class 4 by Eurocode 3. The motive of the novel design concept was to improve the structural nonlinearity of steel MRF systems with encouraging damage evolution mode and controllable residual deformations under earthquakes, and the limited energy dissipation of both the buckling hinge beams composed of slender cross-sections and HSS members can provide a solution for structures in low-to-moderate seismic regions. In this work, the design concept and the rationale of the HSSF-BHEDB were explored in detail. Then, a large-scale quasi-static test of a structure was conducted to provide experimental evidence and assess the feasibility of the design concept, and the behavior of the specimen from inception of yielding to failure was completely investigated. The test results showed that the system was characterized by the damage-control behavior that diverted inelastic damages in the buckling hinge beams of the energy dissipation bay (EDB) in a wide deformation range. In the stage where the HSS frame initiated inelasticity and the energy dissipation of buckling hinge beams deteriorated, a ductile manner was still achieved. In addition, the controllable residual deformations of the specimen highlighted the satisfactory recentering behavior of the HSSF-BHEDB structure. Lastly, the applicability of the bilinear hysteretic model of significant post-yielding stiffness ratio and trilinear hysteretic model for featuring the hysteretic behavior of the HSSF-BHEDB system in different yielding stages were validated by the test results.

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“…Six welded H-section stub beam-columns subjected to combined axial compressive load and bending moment around the cross-section major axis have been tested under monotonic loading, as one set of a series of experimental studies on H-shaped and box-shaped steel beam-columns under monotonic and cyclic loading [6,7,10,11], taking into account the elasto-plastic interactive buckling of the web and flanges on the ultimate moment capacities. In this paper, the experimental scheme is outlined, the experimental results and observations are summarized, and the effects of the axial compression ratio, the flange width-thickness ratio and the web height-thickness ratio on the normalized ultimate moment capacity of the beam-column are investigated.…”

Section: Introductionmentioning

confidence: 99%

Experiment Study of Elasto-plastic Interactive Buckling of H-section Steel Beam-columns

Deng

Zhang

Fan

et al. 2016

MATEC Web of Conferences

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Abstract.Six welded H-section steel specimens subjected to the axial compressive load, the in-plane shear force and the resulting bending moment around the cross-section major axis are tested monotonically to investigate the elastoplastic interactive buckling performances of beam-columns. The specimens are designed to fail due to local interactive buckling which is monitored by strain gauges and displacement meters. Strain curves and displacement curves varying with the shear force are illustrated, based on which the local interactive buckling is identified and the ultimate moment capacity of the specimen is extracted. The tests reveal that the local buckling of the web and flange in the compression zone occurs simultaneously resulting in the decrease of the ultimate moment capacity of the specimen. The normalized moment versus rotation curves are illustrated and compared in pairs to investigate the effects of the axial compression ratio, the flange width-thickness ratio and the web height-thickness ratio on the normalized ultimate moment capacity, which is defined as the ratio of the ultimate moment over the plastic moment. It is observed that the normalized ultimate moment capacity decreases remarkably as the axial compression ratio or the flange width-thickness ratio increases, but varies little as the web height-thickness ratio increases.

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Experimental study on steel beam–columns composed of slender H-sections under cyclic bending

Cited by 44 publications

References 13 publications

Improved Seismic Design and Nonlinear Modeling Recommendations for Wide-Flange Steel Columns

Improved Seismic Design and Nonlinear Modeling Recommendations for Wide-Flange Steel Columns

11.14: Seismic performance of high‐strength‐steel frame with buckling hinge beams in energy dissipation bays

Experiment Study of Elasto-plastic Interactive Buckling of H-section Steel Beam-columns

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