The Basis for Design of Beams and Plate Girders in the Revised British Standards 153.

Kerensky, O A; Flint, A R; Brown, W C

doi:10.1680/ipeds.1956.12171

Cited by 16 publications

(12 citation statements)

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“…The use of D=t w ¼ 1:12 ffiffiffiffiffiffiffiffiffiffiffiffiffiffiffi kE=F yw p for the upper limit results in greater values of the moment of inertia when compared to the upper limit of D=t w ¼ 1:25 ffiffiffiffiffiffiffiffiffiffiffiffiffiffiffi kE=F yw p used in this study. It is of note that the key dimensional parameters j and k in Eq.…”

mentioning

confidence: 81%

“…The minimum value of j is limited to 0.5 in Eq. (5) because it is based on Stein and Fralich [25], which did not cover aspect ratios greater than 1.0.…”

Section: Aashto Equationmentioning

confidence: 99%

“…However, the boundary condition at the top and bottom edges provided by the flanges has only a small influence on the required moment of inertia of the transverse stiffener for a simple support. Therefore, the top and bottom edges were assumed to be simply supported as in [25]. The material properties used for the finite element models were: elastic modulus E = 200 GPa; Poisson's ratio l = 0.3.…”

Section: New Design Equation For Jmentioning

confidence: 99%

“…Eurocode 3 [20] requires that the minimum stiffness obtained from linear elastic buckling theory be increased from 3 (for long panels) to 10 times (for short panels) to take account of postbuckling behavior following Kerensky et al [25]. In AISC specification prior to 2010 and AASHTO LRFD specifications prior to 2007, the required flexural rigidities of the stiffeners were determined by Bleich's formula [3] considering only elastic buckling.…”

Section: Introductionmentioning

confidence: 99%

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Design of intermediate transverse stiffeners for shear web panels

Lee¹,

Lee²,

Yoo³

2014

Engineering Structures

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mentioning

confidence: 81%

“…The minimum value of j is limited to 0.5 in Eq. (5) because it is based on Stein and Fralich [25], which did not cover aspect ratios greater than 1.0.…”

Section: Aashto Equationmentioning

confidence: 99%

Section: New Design Equation For Jmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Design of intermediate transverse stiffeners for shear web panels

Lee¹,

Lee²,

Yoo³

2014

Engineering Structures

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“…The Wagner torsional rigidity β y originates from compressive and tensile bending stresses which form a resulting torque in case of monosymmetrical cross-sections. The Wagner torsional rigidity has a significant potential to optimise the critical bending moment; its effect was first recognised by Kerensky, Flint and Brown [37] and later refined by Nethercot and Taylor [38]. The expression for the Wagner torsional rigidity is often included in literature, without identifying the true source of this term (e.g.…”

Section: Wagner Torsional Rigiditymentioning

confidence: 99%

An optimisation strategy for the (in- and out-of-plane) resistance of steel beams in demountable composite floor systems

Nijgh

Veljković

2020

Structures

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Demountable and reusable composite floor systems enable the decoupling between the use of construction materials and economic activity, and hereby contribute to the sustainability of the built environment. Efficient material use through optimised cross-section design reduces construction material demand. Demountable steelconcrete composite floor systems are perceived as competitive when consisting of steel beams and large prefabricated concrete floor elements, with composite interaction achieved by demountable shear connectors. Compared to traditional monolithic floor systems, the demountable composite floor systems have an increased sensitivity to lateral-torsional buckling during execution, mostly because of unsymmetrical loading and the absence of rotational constraints in the execution phase. This increased sensitivity implies that the cross-section of the steel beam should not only be designed based on the required in-plane resistance, but should also maximise the out-of-plane resistance. The Energy method and Rayleigh-Ritz methods are combined to develop a prediction model for the critical bending moment of monosymmetrical web-tapered steel beams. The key crosssectional dimensions and parameters that affect the in-plane and out-of-plane resistance are identified. An overarching strategy for the concurrent optimisation of the in-plane and out-of-plane resistance of monosymmetrical cross-sections is presented without compromising on material efficiency. The beneficial effects of the proposed optimisation strategy are quantified through a case study example.

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The Design of Modern Steel Bridges

Chatterjee¹

2003

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The Basis for Design of Beams and Plate Girders in the Revised British Standards 153.

Cited by 16 publications

References 0 publications

Design of intermediate transverse stiffeners for shear web panels

Design of intermediate transverse stiffeners for shear web panels

An optimisation strategy for the (in- and out-of-plane) resistance of steel beams in demountable composite floor systems

The Design of Modern Steel Bridges

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