Lateral post-buckling analysis of monosymmetric I-beams under uniform bending

Ioannidis, George; Kounadis, A. N.

doi:10.1016/0143-974x(94)90074-4

Cited by 17 publications

(9 citation statements)

References 13 publications

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“…(11b-11d), can be established by solving Eq. (17) under the same boundary conditions (13)(14)(15), provided that the fictitious load distributions q i (x) (i = 2, 3, 4) are first established. These distributions are determined using the BEM.…”

Section: For the Transverse V W Displacements And The Angle Of Twistmentioning

confidence: 99%

“…Following the procedure presented in [26,27] and employing the constant element assumption for the load distributions q i along the L internal beam elements (as the numerical implementation becomes very simple and the obtained results are of high accuracy), the integral representations of the displacement components u i (i = 2, 3, 4) and their first derivatives with respect to x when applied for the beam ends (0, l), together with the boundary conditions (13)(14)(15) are employed to express the unknown boundary…”

Section: For the Transverse V W Displacements And The Angle Of Twistmentioning

confidence: 99%

“…Trahair [11] presented a comprehensive state of the art about boundary conditions effects on the stability of thin-walled elements. Kounadis and Ioannidis [12] and Ioannidis and Kounadis [13] developed semi-analytical studies for the post-buckling analysis of monosymmetric thin-walled I-beams under uniform bending moments and compressive axial loading. Mohri et al [14] studied the lateral post-buckling analysis of simply supported thin-walled open section beams employing the Galerkin method after applying sinusoidal functions.…”

Section: Introductionmentioning

confidence: 99%

“…(13)-(15); β 3 ,β 3 , γ 3 ,γ 3 , δ 3 ,δ3 are 2×1 known column matrices including the boundary values of the functions β 3 ,β 3 , γ 3 ,γ 3 , δ 3 ,δ 3 of Eqs (13)(14)(15)…”

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confidence: 99%

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Lateral buckling analysis of beams of arbitrary cross section by BEM

Sapountzakis

Dourakopoulos

2009

Comput Mech

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In this paper, the lateral buckling analysis of beams of arbitrary cross section is presented taking into account moderate large displacements and employing nonlinear relationships between bending moments and curvatures. The beam is supported by the most general boundary conditions including elastic support or restraint. Starting from a displacement field without any simplifying assumptions about the angle of twist amplitude and based on the total potential energy principle, the stability criterion is formulated taking into account the warping effects, the prebuckling displacements and the Wagner's coefficients due to the asymmetric character of the cross section. The stability criterion is based on the positive definiteness of the second variation of the total potential energy and is established using the Analog Equation Method (AEM), a BEM based method. The proposed formulation does not stand on the assumption of a thin-walled structure and therefore the cross section's torsional rigidity is evaluated exactly without using the so-called Saint-Venant's torsional constant. Numerical examples are worked out to illustrate the efficiency, the accuracy and the range of applications of the developed method. The effects of both the load height and prebuckling deflections as well as the discrepancy of the Eurocode 3 standard solutions are discussed.

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Section: For the Transverse V W Displacements And The Angle Of Twistmentioning

confidence: 99%

Section: For the Transverse V W Displacements And The Angle Of Twistmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

“…(13)-(15); β 3 ,β 3 , γ 3 ,γ 3 , δ 3 ,δ3 are 2×1 known column matrices including the boundary values of the functions β 3 ,β 3 , γ 3 ,γ 3 , δ 3 ,δ 3 of Eqs (13)(14)(15)…”

mentioning

confidence: 99%

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Lateral buckling analysis of beams of arbitrary cross section by BEM

Sapountzakis

Dourakopoulos

2009

Comput Mech

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“…Therefore, there are not many papers dealing with this matter. Post-buckling analyses, refereing mainly to frames, were reported by Kounadis [8,9], while for the case of beams subjected to bending or bending and axial compression, reference to the work of Kounadis and Ioannidis [10,11] could be cited.…”

Section: Introductionmentioning

confidence: 97%