Coupled Local Buckling in Wide-Flange Beam-Columns

1973 ◽  
Vol 99 (6) ◽  
pp. 1003-1023
Author(s):  
Sundaramoorthy Rajasekaran ◽  
David W. Murray
Keyword(s):  
Local Buckling ◽  
Beam Columns ◽  
Flange Beam

Local buckling in laterally restrained steel beam-columns in case of fire

2016 ◽  
Vol 122 ◽  
pp. 543-556 ◽  
Author(s):  
Carlos Couto ◽  
Paulo Vila Real ◽  
Nuno Lopes ◽  
Bin Zhao
Keyword(s):  
Local Buckling ◽  
Steel Beam ◽  
Beam Columns

Research on Hysteretic Behavior of the Concrete Filled Square CFRP-Steel Tubular (S-CFRP-CFST) Beam-Columns (I): Experimental Study

2010 ◽  
Vol 163-167 ◽  
pp. 3580-3585
Author(s):  
Yuan Che ◽  
Qing Li Wang ◽  
Yong Bo Shao ◽  
Hai Tao Mu
Keyword(s):  
Experimental Study ◽  
Bearing Capacity ◽  
Local Buckling ◽  
Steel Tube ◽  
Hysteretic Behavior ◽  
Strengthening Effect ◽  
Test Results ◽  
Load Bearing Capacity ◽  
Beam Columns ◽  
Hysteretic Performance

Overall 12 specimens were experimentally investigated in this paper to study the hysteretic behaviors of the concrete-filled square CFRP-steel tubular (S-CFRP-CFST) beam-columns. The test results indicated that CFRP can provide transverse confinement effect and longitudinal strengthening effect for the concrete filled square steel tubular (S-CFST) beam-columns effectively and the local buckling of the steel tube is deferred. The hysteretic load-deflection curves and the hysteretic moment-curvature curves at the mid-span of all the specimens are generally plump, and it shows these specimens have good hysteretic performance. In the later loading period, the load bearing capacity drops.

Proposed provisions for the design of steel beam-columns in S16-2001

2000 ◽  
Vol 27 (4) ◽  
pp. 610-619 ◽  
Author(s):  
Hesham S Essa ◽  
DJ Laurie Kennedy
Keyword(s):  
Local Buckling ◽  
Steel Beam ◽  
Element Analysis ◽  
Column Buckling ◽  
Beam Columns ◽  
Class 1 ◽  
Interaction Equation ◽  
Compact Design ◽  
Resistance Stability ◽  
Stress Patterns

The provisions for the design of steel beam-columns in CSA Standard CAN/S16.1-94 are reviewed and changes are proposed to provide more consistent reliability in the next edition, CAN/CSA-S16-2001. The in-plane strength interaction equations have been checked using plastic-zone finite element analysis based on realistic residual stress patterns and initial imperfections. The same overall format is maintained. P-δ effects have been found to be negligible for members in sway frame. The interaction equation for checking the in-plane strength of sway beam-columns has been modified by taking the factor U1 as 1.0 for members in unbraced frames. For weak-axis bending, a new factor β accounts for the effect of the distributed plasticity on stability. The concept of the notional load for sway buckling, also used in Australia and in Eurocode 3, is now applied for all load combinations and not just as a minimum. The upper limit on U2 of 1.4 is removed. Examples are given illustrating these changes. A re-analysis of the local buckling experiments of other researchers on Class 2 sections, using a widely accepted buckling criterion, shows that no distinction need be made between Class 1 and 2 section beam-columns, i.e., Class 2 sections are treated as Class 1 sections. The changes in total do not increase the complexity of the standard, but reflect better the behaviour of beam-columns. The standard is aligned more closely with the best international practice.Key words: analysis, beam-column, buckling, compact, design, interaction equation, resistance, stability, steel, sway.

Elasto‐Plastic Analysis of Box‐Beam‐Columns Including Local Buckling Effects

1991 ◽  
Vol 117 (7) ◽  
pp. 1946-1962 ◽  
Author(s):  
Siu Lai Chan ◽  
Sritawat Kitipornchai ◽  
Faris G. A. Al‐Bermani
Keyword(s):  
Local Buckling ◽  
Beam Columns ◽  
Box Beam ◽  
Plastic Analysis
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