Post-buckling shear resistance of slender girder webs: Stiffener participation and flange contributions

2022 ◽  
Vol 190 ◽  
pp. 107117
Author(s):  
Kevin E. Augustyn ◽  
Spencer E. Quiel ◽  
Maria E.M. Garlock
Keyword(s):  
Shear Resistance ◽  
Post Buckling

Shear Resistance Study of Hybrid I-Beams Fabricated by HPS 485W and Q345 Steels

2011 ◽  
Vol 255-260 ◽  
pp. 1311-1314
Author(s):  
Lan Duan ◽  
Li Zheng ◽  
Chun Sheng Wang ◽  
Jing Yu Hu
Keyword(s):  
Shear Stress ◽  
High Performance ◽  
Shear Failure ◽  
Ultimate Load ◽  
Shear Resistance ◽  
Conventional Steel ◽  
Buckling Resistance ◽  
Shear Buckling ◽  
Post Buckling ◽  
Elastic Shear

This paper evaluates the shear resistance of hybrid I-beams fabricated by high performance steel and conventional steel. A number of hybrid I-beams are modeled and analyzed to determine their shear failure mechanism characteristics, considering parameters of web slenderness (hw/tw), frame action from end-stiffeners, ratio of flange width to web depth (bf/hw) and panel numbers. The analyses conclude that, in shear resistance calculation, plate beam with inter and slender webs often fail in inelastic or elastic shear buckling while ultimate shear resistance of compact webs is given by the shear strength of the material. What’s more, more rigid stiffeners provide more fixity to flange plates and increase the post-buckling resistance of plate beam. For plate beam with several panels, the shear stress at the ultimate load is similar. Finally, the I-beams with larger flange width to web depth ratio would develop larger shear strengths and then shear deformation cause formation of plastic hinges.

Shear Resistance Mechanisms on Steel Sheet Shear Walls with Burring Holes and the Effect of Cross-Rails

2018 ◽  
Vol 763 ◽  
pp. 653-660
Author(s):  
Yoshimichi Kawai ◽  
Kazunori Fujihashi ◽  
Shigeaki Tohnai ◽  
Atsushi Sato ◽  
Tetsuro Ono
Keyword(s):  
Steel Sheet ◽  
Vertical Direction ◽  
Shear Walls ◽  
Shear Resistance ◽  
Resistance Mechanisms ◽  
Finite Element Analyses ◽  
Plane Shear ◽  
Design Strength ◽  
Buckling Behavior ◽  
Post Buckling

Steel sheet shear walls are panels in which sheets with burring holes aligned along the vertical direction are fastened to frame members and are applied to multi-story buildings in seismic regions. The wall that receives the in-plane shear force allows shear stress to concentrate in intervals between the burring holes. Finite element analyses and in-plane shear experiments revealed that all intervals between the holes were simultaneously deformed, and buckling areas were limited in the intervals by ring-shaped ribs of the burring holes. The effects of cross-rails are minimal in elastic region. Post-buckling behavior depends on tension fields on the intervals and restraints by cross-rails. The allowable design strength formulas and the indices of strength after buckling are developed.

Composite action on web-post buckling shear resistance of composite cellular beams with PCHCS and PCHCSCT

2021 ◽  
Vol 246 ◽  
pp. 113065
Author(s):  
Felipe Piana Vendramell Ferreira ◽  
Konstantinos Daniel Tsavdaridis ◽  
Carlos Humberto Martins ◽  
Silvana De Nardin
Keyword(s):  
Shear Resistance ◽  
Composite Action ◽  
Post Buckling

Experimental investigation of the ultimate shear resistance of end web panels in steel girder bridges

2009 ◽  
Vol 36 (2) ◽  
pp. 267-279 ◽  
Author(s):  
Alexander Au ◽  
Clifford Lam ◽  
Bala Tharmabala
Keyword(s):  
Shear Failure ◽  
Slenderness Ratio ◽  
Shear Resistance ◽  
Steel Girders ◽  
Steel Girder ◽  
Girder Bridges ◽  
Steel Girder Bridges ◽  
Scale Models ◽  
Post Buckling ◽  
Code Procedure

An experimental study was recently undertaken by the Ontario Ministry of Transportation to investigate the effect of tension field anchorage on the ultimate shear resistance in end panels of steel girders. Four reduced-scale models were fabricated with one end stiffened with transverse stiffeners to provide anchorage for the tension field while the other end was unstiffened (unanchored). The models were instrumented and loaded until shear failure occurred. The main findings are (a) post-buckling tension field stresses were developed in the unanchored end-panels, (b) the magnitude of the tension field component was affected by the web slenderness ratio, and (c) the results showed inconsistencies in the Canadian Highway Bridge Design Code procedure for calculating ultimate shear resistance of steel girders.

Buckling Behavior of Tire Breaker Structure

1983 ◽  
Vol 11 (1) ◽  
pp. 3-19
Author(s):  
T. Akasaka ◽  
S. Yamazaki ◽  
K. Asano
Keyword(s):  
Elastic Foundation ◽  
Elastic Moduli ◽  
Wave Length ◽  
Bending Moment ◽  
Experimental Results ◽  
Automobile Tire ◽  
Buckling Behavior ◽  
Post Buckling ◽  
Steel Cord ◽  
Interlaminar Shear

Abstract The buckled wave length and the critical in-plane bending moment of laminated long composite strips of cord-reinforced rubber sheets on an elastic foundation is analyzed by Galerkin's method, with consideration of interlaminar shear deformation. An approximate formula for the wave length is given in terms of cord angle, elastic moduli of the constituent rubber and steel cord, and several structural dimensions. The calculated wave length for a 165SR13 automobile tire with steel breakers (belts) was very close to experimental results. An additional study was then conducted on the post-buckling behavior of a laminated biased composite beam on an elastic foundation. This beam is subjected to axial compression. The calculated relationship between the buckled wave rise and the compressive membrane force also agreed well with experimental results.

Post-buckling inelastic analysis of thin-walled metal members using the Generalised Beam Theory

2019 ◽  
Author(s):  
Miguel Abambres ◽  
Dinar Camotim ◽  
Miguel Abambres
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Beam Theory ◽  
Flow Theory ◽  
Promising Alternative ◽  
Inelastic Analysis ◽  
Post Buckling ◽  
Thin Walled ◽  
Shell Finite Element ◽  
Generalised Beam Theory

A 2nd order inelastic Generalised Beam Theory (GBT) formulation based on the J2 flow theory is proposed, being a promising alternative to the shell finite element method. Its application is illustrated for an I-section beam and a lipped-C column. GBT results were validated against ABAQUS, namely concerning equilibrium paths, deformed configurations, and displacement profiles. It was concluded that the GBT modal nature allows (i) precise results with only 22% of the number of dof required in ABAQUS, as well as (ii) the understanding (by means of modal participation diagrams) of the behavioral mechanics in any elastoplastic stage of member deformation .

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