Results 181 to 190 of about 13,966 (231)

Lateral-Torsional Buckling of Nonprismatic I-Beams

Journal of Structural Engineering, 1996
A finite-element formulation for the lateral-torsional buckling analysis of nonprismatic I-beams is developed. The formulation is capable of analyzing continuous I-beams with a linear or quadratic taper within acceptable accuracy. The influence of warping deformations of the section and location of the member loads at different cross-section points are
Pratyoosh Gupta, S. T. Wang, G. E. Blandford   +2 more
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Lateral-Torsional Buckling of Post-Local Buckled Fibrous Composite Beams

Journal of Engineering Mechanics, 1998
Interactive buckling of fibrous composite I-section beams is discussed in this paper. As a result of a linear combination of local and lateral-torsional buckling modes, which may arise when the critical loads of these two types of buckling are nearly the same, a large degradation in the failure load capacity may occur.
Mohammad Z. Kabir, Archibald N. Sherbourne   +1 more
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Inelastic Lateral-Torsional Buckling of Beam Columns

Journal of the Engineering Mechanics Division, 1965
The problem of lateral-torsional buckling in beam columns is studied using an analytical approach to detect the stage at which the inception of this type of instability is imminent. The method adopted uses a forward integration scheme for solving the differential equations defining the problem.
Constancio Miranda, Morris Ojalvo
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Lateral-Torsional buckling of end-restrained beams

Journal of Constructional Steel Research, 1987
Abstract The influence of semi-rigid joint action on the behaviour and strength of laterally unsupported beams has been investigated using a finite element approach. The ultimate strength analysis allows for the effects of initial deflections, residual stresses and the gradual development of yielded zones.
Y.C. Wang, M.A. El-Khenfas, D.A. nethercot   +2 more
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Lateral-Torsional Buckling of Tapered I-Beams

Journal of the Structural Division, 1981
The lateral-torsional buckling behavior of non-prismatic beams is not yet fully documented. Using the total change in potential energy during buckling, a fourth-order differential equation in the angle of twist, B, is obtained, in which the location of the transverse load with respect to the centroid is considered.
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Lateral Torsional Buckling of Wood Beams

2014
Structural wood design standards recognize lateral torsional buckling as an important failure mode, which tends to govern the capacity of long span laterally unsupported beams. A survey of the literature indicates that only a few experimental programs have been conducted on the lateral torsional buckling of wooden beams.
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Inelastic Lateral-Torsional Buckling of Beam-Columns

Journal of the Structural Division, 1966
A procedure for the determination of the inelastic lateral-torsional buckling strength of steel wide-flange beam columns is presented. The beam columns are subjected to axial thrust and to moments applied at one and only. The end moments cause bending about the strong axis of the members, and the effects of initially present symmetric thermal residual ...
Yuhshi Fukumoto, Theodore V. Galambos
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Lateral-torsional buckling of beams and the Southwell plot

International Journal of Mechanical Sciences, 2002
zbMATH Open Web Interface contents unavailable due to conflicting licenses.
Mandal, P., Calladine, C. R.
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Flexural Strength for General Lateral–Torsional Buckling

Journal of Structural Engineering, 2007
The lateral–torsional buckling behavior of general prismatic and tapered steel members with doubly and singly symmetric sections are investigated based on the general forms of differential equilibrium equations for minor-axis bending and torsion. Fundamental lateral–torsional buckling moments are derived for general tapered steel members that are in ...
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Development of consistent buckling curves for torsional and lateral‐torsional buckling

Steel Construction, 2008
AbstractThe stability design of beams and columns for lateral‐torsional and torsional buckling is generally treated in the new Eurocode 3‐1‐1 [1] by using the same buckling curves used for flexural buckling. These buckling curves are expressed mathematically in terms of a function χ($ \bar \lambda $), which was derived in [2] and [3] by combining a ...
Andreas Taras, Richard Greiner
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