Distortion and Warping at Beam Supports

Pi, Yong‐Lin; Trahair, Nicholas S.

doi:10.1061/(asce)0733-9445(2000)126:11(1279)

Cited by 46 publications

(47 citation statements)

References 13 publications

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“…The degree of elastic restraint against warping can be described with coefficient ε [8,12] according to Eq. (3.1):…”

Section: Degree Of Elastic Restraint Against Warpingmentioning

confidence: 99%

“…Formulas for the estimation of the stiffness of the elastic restraint (αw), depending on how the beam is stiffened at its support, can be found, among others, in [6,12]. The stiffening types that are most often analysed are presented in Table 1.…”

Section: Degree Of Elastic Restraint Against Warpingmentioning

confidence: 99%

“…Stopień sprężystego zamocowania przeciw spaczeniu opisano współczynnikiem ε wg wzoru (3.1) [8,12] uwzględniają-cym sztywność sprężystego zamocowania αw wg wzoru (3.2) [8,12]. Współczynnik sprężystego zamocowania zmienia się od ε = 0 dla zupełnej swobody spaczenia, do ε = ∞ dla pełnej blokady spaczenia.…”

Section: Streszczenieunclassified

“…In addition to classic solutions for fork support, some studies, including [5,7,8,10,11,12], analyse the effect of the stiffness of the elastic restraint against warping at the site of the beam support. In those studies, it was theoretically demonstrated and experimentally verified that increase in the stiffness of the support sections preventing warping causes an increase in the critical moment of the beam.…”

Section: Introductionmentioning

confidence: 99%

“…Different rib configurations intended to constrain warping in support sections were presented, e.g. in [6,12].…”

Section: Introductionmentioning

confidence: 99%

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Lateral-Torsional Buckling of Beams Elastically Restrained Against Warping at Supports

Piotrowski

Szychowski

2015

Archives of Civil Engineering

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The study presents the results of theoretical investigations into lateral torsional buckling (LTB) of bi-symmetric I-beams, elastically restrained against warping at supports. Beam loading schemes commonly used in practice are taken into account. The whole range of stiffness of the support joints, from free warping to warping fully restrained, is considered. To determine the critical moment, the energy method is used. The function of the beam twist angle is described with power polynomials that have simple physical interpretation. Computer programs written in symbolic language for numerical analysis are developed. General approximation formulas are devised.Detailed calculations are performed for beams with end-plate joints. Critical moments determined with programs and approximation formulas are compared with the results obtained by other researchers and with those produced by FEM. Very good accuracy of results is obtained.

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“…The degree of elastic restraint against warping can be described with coefficient ε [8,12] according to Eq. (3.1):…”

Section: Degree Of Elastic Restraint Against Warpingmentioning

confidence: 99%

Section: Degree Of Elastic Restraint Against Warpingmentioning

confidence: 99%

Section: Streszczenieunclassified

Section: Introductionmentioning

confidence: 99%

“…Different rib configurations intended to constrain warping in support sections were presented, e.g. in [6,12].…”

Section: Introductionmentioning

confidence: 99%

See 3 more Smart Citations

Lateral-Torsional Buckling of Beams Elastically Restrained Against Warping at Supports

Piotrowski

Szychowski

2015

Archives of Civil Engineering

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Lateral‐Torsional Buckling of beams with warping restraints at Supports

2021

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In practice, the elastic lateral‐torsional buckling of doubly symmetric I‐section steel members is analyzed assuming free warping at supports. However, welded stiffeners, bolted end‐plate connections or column base plates maintain elastically the opposite flange out‐of‐plane rotations and thus induce substantial warping restraints. This paper proposes analytical formulations for the evaluation of the elastic critical bending moment for lateral‐torsional buckling of beams taking into account warping restraints at supports. Assuming series of displacement and rotation fields containing one or two terms, the energy method permits to derive expressions of the critical bending moment under constant and linear distribution of the bending moment. A single expression of the warping coefficient kw is proposed whatever the shape of the bending moment diagram. The factor C1 can be conveniently calculated by multiplying two coefficients that depend on the shape of the bending moment diagram and on the warping restraint stiffness, respectively. Finite Elements analyses of beams with warping restraints at supports have been performed considering a beam element model developed with LTBeamN and a shell element model created in ANSYS. The analytical model is in good agreement with the numerical results obtained by the two finite element models.

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Stability of laterally unsupported shear links in eccentrically braced frames

Özkılıç

Zeybek

Topkaya

2021

Earthq Engng Struct Dyn

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I-shaped links in eccentrically braced frames (EBFs) are susceptible to lateral or lateral torsional buckling when subjected to cyclic link rotations. Lateral bracing should be provided at the ends of the I-shaped links in order to prevent these failures. Requirements for such braces are available in widely used design specifications such as the AISC Seismic Provisions for Structural Steel Buildings (AISC341-16) and EC8. These requirements limit the use of I-shaped links in bridge piers and elevator shafts. A combined experimental and numerical study was undertaken to investigate the behavior of laterally unsupported I-shaped links under cyclic loading. The experimental study consisted of testing of six nearly full-scale EBFs where the link length, link length ratio, and presence of lateral supports were considered as the prime variables. The test results demonstrated that short links with link length ratios less than 1.22 can experience inelastic link rotations greater than the codified limit of 0.08 rad even without lateral bracing. A numerical parametric study was conducted to develop more generalized design recommendations for laterally unsupported I-shaped shear links. Stability of one-story one-bay EBFs was studied using geometrically and materially nonlinear finite element analysis including imperfections. The numerical results showed that I-shaped links without lateral bracing can provide a stable response when the link length ratio is less than 1.15. In addition to this limit, the ratio of the elastic critical buckling capacity to the plastic shear capacity should be greater than 3.5 and 2.5 for links with and without axial force, respectively.

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Distortion and Warping at Beam Supports

Cited by 46 publications

References 13 publications

Lateral-Torsional Buckling of Beams Elastically Restrained Against Warping at Supports

Lateral-Torsional Buckling of Beams Elastically Restrained Against Warping at Supports

Lateral‐Torsional Buckling of beams with warping restraints at Supports

Stability of laterally unsupported shear links in eccentrically braced frames

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