Cellular beam design for resistance to inelastic lateral–torsional buckling

Panedpojaman, Pattamad; Sae-Long, Worathep; Chub-uppakarn, Tanan

doi:10.1016/j.tws.2015.08.026

Cited by 64 publications

(20 citation statements)

References 13 publications

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“…But in the inelastic and plastic range, it was found that some of the beam models had encoutnered another failure modes such as web-post buckling, web-post shear failure in the region of high shear force, or Vierendeel mechanism failure, similarly to the previous study by P. Panedpojaman, W. Sae-Long and T. Chubuppakarn [23]. Likewise the use of the method to reduce the moment gradient factor, , in the inelastic range for other load cases recommended by A. Mohebkhah [15].…”

Section: Coefficient Function For Evaluate Lateral Torsional Bucklingsupporting

confidence: 80%

“…And the use of sectional properties at the web-opening section to evaluate the lateral torsional buckling moment of the beam is unreal and too conservative. Although there are some previous researches on lateral torsional buckling behavior [14][15][16][17][18][19][20] and design [21][22][23] of Cellular and Castellated beam, these researches have not obviously included all the design ranges of the beams and not extended to the elliptical opening shape. So the purpose of this paper is to conduct the parametric study and propose a simplified coefficient function for precisely evaluate the lateral torsional buckling moment of Elliptical Cellular beam in both elastic and inelastic buckling range throughout finite element analysis.…”

Section: Introductionmentioning

confidence: 99%

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Nonlinear Finite Element Analysis to Evaluate Lateral Torsional Buckling Moment of Elliptical Cellular Steel Beams

Phuvoravan

Ponsorn

2017

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Abstract. In evaluation the lateral torsional buckling moment of Elliptical Cellular beams, it cannot be accurately calculated using a simple model because the sectional properties of the Elliptical Cellular beam are not constant along the beam length. Consideration of sectional properties at the web-post section will certainly lead to unconservative results, while consideration of sectional properties at the web-opening section is also unreal and yield conservative design. Therefore, the main objective of this paper is to present the guideline to evaluate the lateral torsional buckling moment capacity of Elliptical Cellular beam for conservative and more precise results. The study has been performed throughout finite element analysis in both elastic and inelastic buckling behavior subjected to equal beam-end moments. More than 15 sections, 120 of beam models were simulated and analyzed with verified finite element modelling by using shell elements. The results of this study show that calculation the lateral torsional buckling moment of Elliptical Cellular beam with the original equation given in AISC standard using sectional properties at the web-post section gives unsafe results with approximately 5% error in elastic range and up to 20% error in inelastic and plastic range. Nonetheless, evaluation the lateral torsional buckling moment by using the proposed reduction factor has yielded the conservative results, yet more precision, more economic and less distribution of the results than the evaluation using sectional properties at the web-opening section.

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Section: Coefficient Function For Evaluate Lateral Torsional Bucklingsupporting

confidence: 80%

Section: Introductionmentioning

confidence: 99%

Nonlinear Finite Element Analysis to Evaluate Lateral Torsional Buckling Moment of Elliptical Cellular Steel Beams

Phuvoravan

Ponsorn

2017

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“…The spacing of the springs along the axis of rotation is calculated automatically according to the algorithm of the program -the radial step of the spring elements was 10º (Fig. 5) [6,7,8,9].…”

Section: Construction Of the Finite Element Model Of The Movable Span Of The Drop-down Systemmentioning

confidence: 99%

The stability of the wall of the main beam of the movable bridge (application of SP method)

2020

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The objects of the article are: analyze the work of the main beams of the movable span of the drop-down system near the axis of rotation; analyze the stress-strain state of the main beams of the movable span of the drop-down system near the axis of rotation; analyze the acceptability of the normative methodology (SP) for calculating the stability of the wall of a continuous steel beam during the design and calculation of movable bridge of the drop-down system. A computational-mathematical model of the movable span of the drop-down system is developed in a modern computational software package based on the finite element method. The main disadvantages of the normative methodology (SP) for calculating the wall stability of a continuous steel beam which used in design and calculation of movable bridge of a drop-down system are presented.

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“…e steel-concrete composite frames not only can take advantage of steel structural properties but also enhance their stiffness and overall stability and overcome defects and shortcomings of conventional steel frame structures. is study proposes a novel assembled composite frame consisting of H-shaped honeycombed columns with rectangular concrete-filled steel tube (CFST) flanges (STHCCs) and I-shaped honeycombed beams with rectangular CFST flanges [9][10][11]. e columns and beams are connected together through integral joints, as shown in Figure 1.…”

Section: Introductionmentioning

confidence: 99%

Experimental Study of H‐Shaped Honeycombed Stub Columns with Rectangular Concrete‐Filled Steel Tube Flanges Subjected to Axial Load

Yang

et al. 2021

Advances in Civil Engineering

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The behavior of H-shaped honeycombed stub columns with rectangular concrete-filled steel tube flanges (STHCCs) subjected to axial load was investigated experimentally. A total of 16 specimens were studied, and the main parameters varied in the tests included the confinement effect coefficient of the steel tube (ξ), the concrete cubic compressive strength (fcu), the steel web thickness (t2), and the slenderness ratio of specimens (λs). Failure modes, load-displacement curves, load-strain curves of the steel tube flanges and webs, and force mechanisms were obtained by means of axial compression tests. The parameter influences on the axial compression bearing capacity and ductility were then analyzed. The results showed that rudder slip diagonal lines occur on the steel tube outer surface and the concrete-filled steel tube flanges of all specimens exhibit shear failure. Specimen load-displacement curves can be broadly divided into elastic deformation, elastic-plastic deformation, and load descending and residual deformation stages. The specimen axial compression bearing capacity and ductility increase with increasing ξ, and the axial compression bearing capacity increases gradually with increasing fcu, whereas the ductility decreases. The ductility significantly improves with increasing t2, whereas the axial compression bearing capacity increases slightly. The axial compression bearing capacity decreases gradually with increasing λs, whereas the ductility increases. An analytical expression for the STHCC short column axial compression bearing capacity is established by introducing a correction function ( w ), which has good agreement with experimental results. Finally, several design guidelines are suggested, which can provide a foundation for the popularization and application of this kind of novel composite column in practical engineering projects.

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Cellular beam design for resistance to inelastic lateral–torsional buckling

Cited by 64 publications

References 13 publications

Nonlinear Finite Element Analysis to Evaluate Lateral Torsional Buckling Moment of Elliptical Cellular Steel Beams

Nonlinear Finite Element Analysis to Evaluate Lateral Torsional Buckling Moment of Elliptical Cellular Steel Beams

The stability of the wall of the main beam of the movable bridge (application of SP method)

Experimental Study of H‐Shaped Honeycombed Stub Columns with Rectangular Concrete‐Filled Steel Tube Flanges Subjected to Axial Load

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