Elastic flexural-torsional buckling of beams and beam-columns as a basis for stability design of members with discrete rigid restraints

Giżejowski, M.; Stachura, Z.; Uziak, J.

doi:10.1201/9781315641645-121

Cited by 8 publications

(13 citation statements)

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“…The results are presented in Figure 3. The critical moment for the lateraltorsional slenderness ratio is for the moment gradient ratio ψy calculated according to [5]:…”

Section: Critical Load Multipliermentioning

confidence: 99%

A Consistent Ayrton-Perry Approach for the Flexural-Torsional Buckling Resistance Evaluation of Steel I-Section Members

Giżejowski

Stachura

2017

Civil and Environmental Engineering Reports

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Steel I-section members subjected to compression a monoaxial bending about the major axis are dealt with in this paper. The current Eurocode’s design procedure of such members is based on a set of two interpolation equations. In this paper a simple and yet consistent Ayrton-Perry methodology is presented that for beam-columns yields the Ayrton-Perry design strategy similar to that utilized in the steel Eurocodes for design of beams and columns but not used so far for the beam-column design. The results from developed design criterion are compared with those of Method 1 of Eurocode 3 and the Ayrton-Perry formulation of a different format that has been recently published.

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“…The results are presented in Figure 3. The critical moment for the lateraltorsional slenderness ratio is for the moment gradient ratio ψy calculated according to [5]:…”

Section: Critical Load Multipliermentioning

confidence: 99%

A Consistent Ayrton-Perry Approach for the Flexural-Torsional Buckling Resistance Evaluation of Steel I-Section Members

Giżejowski

Stachura

2017

Civil and Environmental Engineering Reports

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“…This assessment leads to a lateral-torsional buckling reduction factor χ LT,mod in a form similar to that of clause 6.3.2.2 of EN 1993-1-1 (2005) but dependent upon the moment gradient ratio and the section moments of the inertia ratio: in which β is an approximation of the critical moment modification factor according to Giżejowski et al (2016b) for the cases of moment gradient:…”

Section: Solution Options Used In the Numerical Analysismentioning

confidence: 99%

“…The moment gradient buckling assessment case can be conveniently evaluated using the critical moment equation derived on the basis of the superposition of symmetric and anti-symmetric moment diagrams (Giżejowski et al 2016b) and the modification presented in Giżejowski et al (2016a, c) for the inclusion of the effect of prebuckling displacements. This assessment leads to a lateral-torsional buckling reduction factor χ LT,mod in a form similar to that of clause 6.3.2.2 of EN 1993-1-1 (2005) but dependent upon the moment gradient ratio and the section moments of the inertia ratio: in which β is an approximation of the critical moment modification factor according to Giżejowski et al (2016b) for the cases of moment gradient:…”

Section: Solution Options Used In the Numerical Analysismentioning

confidence: 99%

“…The purpose of this paper is fivefold: (1) present the background to Eurocode's LTB formulation (da Silva et al 2010a;Giżejowski et al 2016b), (2) develop a FE modelling technique for the verification of the resistance criteria of imperfect beams subjected to a moment gradient for biaxial bending (mono-axial bending as a special case), (3) conduct advanced finite element simulations using GMNIA with a shell modelling technique, (4) carry out the verification exercise of Eurocode's resistance interaction criteria, and finally (5) suggest the improvements of codification to equalize the safety assessment for different section geometry, slenderness ratio and moment gradient cases. (x).…”

Section: Introductionmentioning

confidence: 99%

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Buckling Resistance Criteria of Prismatic Beams Under Biaxial Moment Gradient

et al. 2018

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Laterally and torsionally unrestrained steel I-section beams are susceptible to torsional deformations between supports; therefore, according to Part 1-1 of Eurocode 3, they need to be designed to resist lateral-torsional buckling. Eurocode's steelwork design criteria require safety checking based on two stability interaction formulae utilizing the so-called equivalent uniform moment factors and the cross-section resistance formula that, in the case of moment gradient, refer to the beam end section. Uncoupling the beam stability resistance criterion and the cross-section resistance criterion may result in a nonuniform safety assessment of I-section beams. Finite element simulations of the beam resistance for different moment gradient ratios are performed. Verification of the buckling resistance is conducted by varying the following parameters: the slenderness ratio, the location of maximum end moments about both axes and the section depth-to-width ratio (i.e., considering rolled I-and H-sections). The variation in the accuracy of the current Eurocode resistance evaluation method is identified, and an approach for a better equalization of the safety predictions is suggested by considering different values of the most important factors influencing the stability performance of steel I-section beams.

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“…W celu poprawy dokładności rozwiązania, przemieszczenie z płaszczyzny zginania jest aproksymowane za pomocą funkcji będącej kombinacją symetrycznej i antysymetrycznej postaci wyboczenia (por. [8,9]). W pracy nie uwzględniano podatności połączeń, która ma istotny wpływ na utratę stateczności np.…”

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Giętno-Skrętna Utrata Stateczności Podpartych Widełkowo I Obciążonych Mimośrodowo Słupów Dwuteowych

Bijak

2017

ZNPRzBiS

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GIĘTNO-SKRĘTNA UTRATA STATECZNOŚCI PODPARTYCH WIDEŁKOWO I OBCIĄŻONYCH MIMOŚRODOWO SŁUPÓW DWUTEOWYCHW pracy przedstawiono analityczną metodę wyznaczania mnożnika obciążenia krytycznego giętno-skrętnej utraty stateczności niestężonych słupów wykonanych z dwuteowników bisymetrycznych. Zależności analityczne skonstruowano w ten sposób, by były rozszerzeniem wzorów na moment krytyczny zwichrzenia zginanych belek dwuteowych. Zaletą tego podejścia jest miedzy innymi to, że możemy ocenić wpływ siły osiowej na podstawie zmiany znanych ze wzorów na moment krytyczny zwichrzenia współczynników (w tym przypadku C1 i D). Przemieszczenie z płaszczyzny zginania jest aproksymowane za pomocą funkcji będącej kombinacją symetrycznej i antysymetrycznej postaci wyboczenia. Przykłady numeryczne pokazują dobrą zgodność rozwiązań analitycznych z wynikami otrzymanymi w programie LTBeamN. Metoda może znaleźć praktyczne zastosowanie przy wymiarowaniu metodą ogólną słupów obciążonych mimośrodowo.Słowa kluczowe: giętno-skrętna utrata stateczności, słupy obciążone mimośrodo-wo, podparcie widełkowe, dwuteowniki bisymetryczne, rozwiązanie analityczne

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Elastic flexural-torsional buckling of beams and beam-columns as a basis for stability design of members with discrete rigid restraints

Cited by 8 publications

References 0 publications

A Consistent Ayrton-Perry Approach for the Flexural-Torsional Buckling Resistance Evaluation of Steel I-Section Members

A Consistent Ayrton-Perry Approach for the Flexural-Torsional Buckling Resistance Evaluation of Steel I-Section Members

Buckling Resistance Criteria of Prismatic Beams Under Biaxial Moment Gradient

Giętno-Skrętna Utrata Stateczności Podpartych Widełkowo I Obciążonych Mimośrodowo Słupów Dwuteowych

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