Unified Formulation of Basic Equations of Elastic Stability for Thin-Walled Members With Open Cross-Section

Sakai, Fujikazu

doi:10.2208/jscej1969.1974.1

Cited by 3 publications

(2 citation statements)

References 6 publications

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“…Stiffness K3 appeared only in the non-diagonal blocks K42 and K43 of Eq. (19) proves identical to (-K2) with exceptions of the elements of (1, 2) and (3,4).…”

Section: V[(a-b+myy+mz Z+4-wv (Vs)2+(ws)2}+(vszs-wsys)+ (Z-zs)2mentioning

confidence: 74%

A Concise and Explicit Formulation of Out-of-Plane Instability of Thin-Walled Members

Hasegawa

Liyanage

Ikeda

et al. 1985

Doboku Gakkai Ronbunshu

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The purpose of this study is to present a solution scheme for the problem of out-of-plane instability of thin-walled members. Based on the second order kinematic field, the stiffness equation of linearized finite displacements is formulated for thin-walled members, and given in a concise and explicit form. As a particular case, an important and practical application is made for the lateral-torsional buckling of in-plane beams and frames. Numerical examples are given for straight and curved members, and are compared with existing results. The analysis scheme presented is proved accurate, efficient and versatile.

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“…Stiffness K3 appeared only in the non-diagonal blocks K42 and K43 of Eq. (19) proves identical to (-K2) with exceptions of the elements of (1, 2) and (3,4).…”

Section: V[(a-b+myy+mz Z+4-wv (Vs)2+(ws)2}+(vszs-wsys)+ (Z-zs)2mentioning

confidence: 74%

A Concise and Explicit Formulation of Out-of-Plane Instability of Thin-Walled Members

Hasegawa

Liyanage

Ikeda

et al. 1985

Doboku Gakkai Ronbunshu

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“…The present kinematic field is, instead of usually for the displacements, for the beam's spatial configurations themselves which might be either before or after deformations: when a set of four actual functions {xc, Yo, Zc, Q} are given, there is determined an associated spatial configuration of the beam. In this kinematic field, under the condition of small strains, only the following two of the Green's strain components are allowed to take place (7. a, b) where (8) and notation [ ] means difference between before and after deformation, i. e. [F]=F-F with ( )0 denoting an initial quantity; and subscript ( ) O.B. means to be accounted of only for an open cross-section.…”

Section: Geometrically Nonlinear Theory Of Thin-walled Beamsmentioning

confidence: 99%

A Tangent Theory of Thin-Walled Beams After Any Large Displacements

Nishino

1988

Doboku Gakkai Ronbunshu

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Upon an existing nonlinear theory of thin-walled beams for truly large displacements, linearized governing relations are rigorously developed on a general equilibrium after any large displacements. Apart from those in that nonlinear theory, another set of parameters are employed for the infinitesimal variations under the same kinematic field to develop a normalized formulation. Any bucklings of thin-walled beams arising after large displacements can be put exactly on the present tangent equations : as an unprecedented example, the flexural buckling of an open-cross-section beam subject to finite torsion and compression is analyzed.

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Elastic Stability of Centrally Loaded Thin-Walled Members With Open Sections

Hirashima

Yoda

1976

Proceedings of the Japan Society of Civil Engineers

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Unified Formulation of Basic Equations of Elastic Stability for Thin-Walled Members With Open Cross-Section

Cited by 3 publications

References 6 publications

A Concise and Explicit Formulation of Out-of-Plane Instability of Thin-Walled Members

A Concise and Explicit Formulation of Out-of-Plane Instability of Thin-Walled Members

A Tangent Theory of Thin-Walled Beams After Any Large Displacements

Elastic Stability of Centrally Loaded Thin-Walled Members With Open Sections

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