Nonlinear Analysis of Thin-Walled Frames and Members With Arbitrary Open Cross Sections

Self Cite

Experiments for total of 11 specimens are carried out to observe the behavior of elasto-plastic out-of-plane buckling of the arch structures with open cross section which are subjected to uniform vertical load. The effects of several factors on ultimate strength are investigated, that is, slenderness ratios of arch rib, load directions, types of bracing system and braced length ratios. The experimental results are compared with the theoretical ones. In general, the theoretical predictions show good correspondence with the experimental results in ultimate strength and buckling modes and so on. Validity and efficiency of the theoretical procedure are confirmed.

Section: Test Results (1)mentioning

confidence: 99%

“…Now, it is ready to carry out parametric studies for the ultimate strength of arch structures with open cross section by the theoretical method presented in Ref. 9). …”

Section: (3)mentioning

confidence: 99%

Experimental Study on the Out-of-Plane Buckling Strength of Steel Arches With Open Cross Section

Sakata

Sakimoto

1990

Self Cite

“…In the case of no such contribution, their evaluation follows exactly the process given in Ref. 2). However, in the other case, St. Venant shear stress r in Ref.…”

Section: Solution Proceduresmentioning

confidence: 77%

A Simplified Spatial Ultimate Load Analysis of Members With Open Cross Section

Maalla

Iwakuma

Kuranishi

et al. 1989

An inelastic finite displacement analysis of arbitrary thin-walled open cross sectional members, using the finite element method, is presented. For the constitutive relation, the tangent modulus approach taking into account the contribution of the St. Venant shear stress to the yielding, is employed. In order to show the efficiency and versatility of this analysis, another analysis based on Prandtl-Reuss flow theory (abbreviated J2F) is developed. It is found that there is no significant difference in the results of the illustrative examples treated by the two analyses. Besides, the J2F based analysis is improved by including the shear stresses caused by non-uiform bending and torsion into the yield condition of von Mises.

“…The virtual work equation for the incremental step based on the linearized finite displacemnent formulation can be derived by the same procedure as in Reference 4) in the form i(j+jej)dv L UsT0Su0dS=0 (3) also using the same notations as in Reference 4).…”

Section: General Stiffness Of Thin-walled Inelastic Membersmentioning

confidence: 99%

“…A recent paper by Sakimoto et al 3 gives an incremental formulation for the nonlinear behaviour of thin-walled inelastic members and frames with open cross-section, referring all the quantities to a single point on the cross-section. The aim of the present study is to develop a more general but rather simplified scheme for the nonlinear finite displacement analysis of thin-walled beams and frames with inelastic material.…”

Section: Introductionmentioning

confidence: 99%

An Inelastic Finite Displacement Formulation of Thin-Walled Members

Hasegawa

Liyanage

Noda³

et al. 1987

The stiffness equation of linearized finite displacements for straight thin-walled members with inelastic material is derived. An arbitrary orthogonal coordinate system with a single reference point across the section need be introduced in the formulation, which is a clear distinction from the elasticity problem. Also distinct from the elastic analysis is a need to evaluate the magnitude of strains from time to time because of the dependence of the tangent modulus on strain levels. Illustrative examples are given to demonstrate the proposed method for the inelastic finite displacement analysis of spatial thin-walled members, with a simplified consideration on the effect of shear stresses.