Analysis of the Shear Buckling Strength of Variable-Section Corrugated Steel Webs

2021 ◽  
Author(s):  
Wei Ji ◽  
Xucong Liu
Keyword(s):  
Buckling Strength ◽  
Variable Section ◽  
Shear Buckling

scholarly journals Locally Corroded Stiffener Effect on Shear Buckling Behaviors of Web Panel in the Plate Girder

2015 ◽  
Vol 2015 ◽  
pp. 1-19 ◽  
Author(s):  
Jungwon Huh ◽  
In-Tae Kim ◽  
Jin-Hee Ahn
Keyword(s):  
Corrosion Damage ◽  
Element Analysis ◽  
Buckling Strength ◽  
Lower Shear ◽  
Out Of Plane ◽  
Shear Buckling ◽  
Buckling Failure ◽  
Plane Displacement ◽  
The Web ◽  
Plate Girder

The shear buckling failure and strength of a web panel stiffened by stiffeners with corrosion damage were examined according to the degree of corrosion of the stiffeners, using the finite element analysis method. For this purpose, a plate girder with a four-panel web girder stiffened by vertical and longitudinal stiffeners was selected, and its deformable behaviors and the principal stress distribution of the web panel at the shear buckling strength of the web were compared after their post-shear buckling behaviors, as well as their out-of-plane displacement, to evaluate the effect of the stiffener in the web panel on the shear buckling failure. Their critical shear buckling load and shear buckling strength were also examined. The FE analyses showed that their typical shear buckling failures were affected by the structural relationship between the web panel and each stiffener in the plate girder, to resist shear buckling of the web panel. Their critical shear buckling loads decreased from 82% to 59%, and their shear buckling strength decreased from 88% to 76%, due to the effect of corrosion of the stiffeners on their shear buckling behavior. Thus, especially in cases with over 40% corrosion damage of the vertical stiffener, they can have lower shear buckling strength than their design level.

scholarly journals Study on Elastic Global Shear Buckling of Curved Girders with Corrugated Steel Webs: Theoretical Analysis and FE Modelling

2018 ◽  
Vol 8 (12) ◽  
pp. 2457 ◽  
Author(s):  
Kangjian Wang ◽  
Man Zhou ◽  
Mostafa Hassanein ◽  
Jitao Zhong ◽  
Hanshan Ding ◽  
...  
Keyword(s):  
Parametric Analysis ◽  
Trigonometric Function ◽  
Theoretical Formula ◽  
Radius Of Curvature ◽  
Buckling Strength ◽  
Shear Buckling ◽  
Curved Girders ◽  
Corrugated Steel Web ◽  
Orthotropic Shells ◽  
Elastic Shear

Despite the construction of several curved prestressed concrete girder bridges with corrugated steel webs (CSWs) around the world; their shear behavior has seldom been investigated. Accordingly, this paper substitutes the lack of available information on the global elastic shear buckling of a plane curved corrugated steel web (PCCSW) in a curved girder. This is based on the equilibrium equations and geometric equations in the elastic theory of classical shells, combined with the constitutive relation of orthotropic shells. Currently, the global elastic shear buckling process of the PCCSW in a curved girder is studied, for the first time in literature, with an equivalent orthotropic open circular cylindrical shell (OOCCS) model. The governing differential equation of global elastic shear buckling of the PCCSW, as well as its buckling strength, is derived by considering the orthotropic characteristics of a corrugated steel web, the rational trigonometric displacement modes, Galerkin’s method and variational principles. Additionally, the accuracy of the proposed theoretical formula is verified by comparison with finite element (FE) results. Moreover, the expressions of the inner or outer folded angle and radius of curvature are given by the cosine theorem of the trigonometric function and inverse trigonometric function. Subsequently, parametric analysis of the shear buckling behavior of the PCCSW is carried out by considering the cases where the radius of curvature is constant or variable. This parametric analysis highlights the effects of web dimensions, height-to-thickness ratio, aspect ratios of longitudinal and inclined panels, corrugation height, curvature radius and folded angles on the elastic shear buckling strength. As a result, this study provides a theoretical reference for the design and application of composite curved girders with CSWs.

Inelastic Shear Buckling Strength of Low-Yield-Point Steel Shear Wall

2014 ◽  
Vol 501-504 ◽  
pp. 2509-2514
Author(s):  
Jian Hua Shao ◽  
Wen He
Keyword(s):  
Yield Point ◽  
Pure Shear ◽  
Shear Wall ◽  
Unified Theory ◽  
Buckling Strength ◽  
Buckling Stress ◽  
Steel Shear Wall ◽  
Shear Buckling ◽  
Inelastic Shear ◽  
The Relationship

The mechanical properties of low-yield-point (LYP) steel and its advantages as seismic steel are introduced in this paper. The theoretical equations of inelastic shear buckling stress at the pure shear action for the LYP steel are derived from unified theory of plastic buckling. The relationship curve of inelastic shear buckling strength and width-thickness ratio of LYP steel shear wall at the different height-width ratios of plate is given through iteration calculation process. The effectiveness of theoretical equations used for calculating the buckling stress is verified by experimental results.

Elastave Bucking of Whole-Corrugate Web H-Beam

2011 ◽  
Vol 368-373 ◽  
pp. 23-27
Author(s):  
Yong Chen ◽  
Chun Yu Zhang
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Cross Section ◽  
Engineering Application ◽  
Thin Wall ◽  
Constant Cross Section ◽  
Buckling Strength ◽  
Corrugated Web ◽  
Variable Section ◽  
H Beam

Contradiction between thin wall and stability of H-beam is a kind of problem in engineering field, the corrugated web H-beam researched in this paper relieve the contradiction to some extent. This paper apply finite element method of variable section beam and high programming language of MATLAB to analyze buckling strength under axis pressure and effect of critical load of parameter of whole-corrugated web H-beam and contrast to constant cross section H-beam, declaration superiority of whole-corrugated web H-beam with example, supply theory to this kind of H-beam in engineering application.

Development of the Buckling Evaluation Method for Large Scale Vessel by the Testing of Gr. 91 Vessel Subjected to Vertical and Horizontal Loading

2020 ◽  
Author(s):  
Takashi Okafuji ◽  
Kazuhiro Miura ◽  
Hiromi Sago ◽  
Hisatomo Murakami ◽  
Masanori Ando ◽  
...  
Keyword(s):  
Axial Compression ◽  
Power Plants ◽  
Base Isolation ◽  
Vertical Load ◽  
Plastic Buckling ◽  
Buckling Strength ◽  
Shear Buckling ◽  
Grade 91 ◽  
Seismic Base Isolation ◽  
Grade 91 Steel

Abstract Larger-diameter cylindrical vessels for commercial fast breeder reactors (FBRs) are planned to increase the electric generation capacity with thinner vessels compared to the existing ones. The modified 9Cr-1Mo steel (ASME Grade 91 steel) has high yield stress and low tangent modulus after yielding, and plans to be applied as well as austenitic stainless steel for vessels in existing FBR power plants. Although elasto-plastic axial compression, bending and shear buckling are expected to occur in vessels, the current buckling strength evaluation from the Japan Society of Mechanical Engineers (JSME) standard “Design and Construction for Nuclear Power Plants, Division 2 Fast Reactors” mainly focuses on plastic buckling of thick cylindrical vessels. Seismic base isolation is being devised for next-generation FBR power plants by the increasing seismic design load in Japan. When a horizontal seismic base isolation design is adopted, cylindrical vessels are subject to cyclic vertical seismic load with long-period horizontal seismic wave. The deformation by cyclic vertical load reduces the buckling strength. In this paper, we modified the existing buckling strength equations focusing on elasto-plastic axial compression, bending and shear buckling under cyclic axial load (hereinafter called “modified equations”), and confirmed their applicability through a series of elasto-plastic buckling analyses. We also conducted a series of buckling tests on Grade 91 steel vessels in the load regions where axial compression, bending and shear buckling interact, and where axial compression and bending buckling are dominant due to large vertical load. The buckling behavior and the buckling load estimated by the elasto-plastic buckling analysis considering the actual material stress–strain relationship and imperfections in the test vessel suitably agreed with corresponding test results in the load regions.

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