A study on flexural buckling strength F cr of inelastic buckling for compressive members

2014 ◽  
Vol 14 (1) ◽  
pp. 103-115 ◽  
Author(s):  
Sung-Bae Kim ◽  
Sang-Seup Kim ◽  
Hyun-Ju Shim
Keyword(s):  
Inelastic Buckling ◽  
Buckling Strength ◽  
Flexural Buckling

Bending and flexural-buckling strength of steel members considering strain-rate-effects at elevated temperatures

2021 ◽  
Vol ahead-of-print (ahead-of-print) ◽  
Author(s):  
Fuminobu Ozaki ◽  
Takumi Umemura
Keyword(s):  
Strain Rate ◽  
Elevated Temperatures ◽  
Bending Strength ◽  
Transient State ◽  
Bending Test ◽  
Content Type ◽  
Buckling Strength ◽  
Flexural Buckling ◽  
Steel Members ◽  
Collapse Temperature

PurposeIn this study, the bending strength, flexural buckling strength and collapse temperature of small steel specimens with rectangular cross-sections were examined by steady and transient state tests with various heating and deformation rates.Design/methodology/approachThe engineering stress and strain relationships for Japan industrial standard (JIS) SN400 B mild steels at elevated temperatures were obtained by coupon tests under three strain rates. A bending test using a simple supported small beam specimen was conducted to examine the effects of the deformation rates on the centre deflection under steady-state conditions and the heating rates under transient state conditions. Flexural buckling tests using the same cross-section specimen as that used in the bending test were conducted under steady-state and transient-state conditions.FindingsIt was clarified that the bending strength and collapse temperature are evaluated by the full plastic moment using the effective strength when the strain is equal to 0.01 or 0.02 under fast strain rates (0.03 and 0.07 min–1). In contrast, the flexural buckling strength and collapse temperature are approximately evaluated by the buckling strength using the 0.002 offset yield strength under a slow strain rate (0.003 min–1).Originality/valueRegarding both bending and flexural buckling strengths and collapse temperatures of steel members subjected to fire, the relationships among effects of steel strain rate for coupon test results, heating and deformation rates for the heated steel members were minutely investigated by the steady and transient-state tests at elevated temperatures.

An experimental study on out-of-plane inelastic buckling strength of fixed steel arches

2015 ◽  
Vol 98 ◽  
pp. 118-127 ◽  
Author(s):  
Yan-Lin Guo ◽  
Si-Yuan Zhao ◽  
Yong-Lin Pi ◽  
Mark Andrew Bradford ◽  
Chao Dou
Keyword(s):  
Experimental Study ◽  
Inelastic Buckling ◽  
Buckling Strength ◽  
Out Of Plane

Flexural Buckling Strength of Tapered-I-Section Steel Columns Based on ANSI/AISC-360-16

2019 ◽  
Vol 19 (11) ◽  
pp. 1950134 ◽  
Author(s):  
Rui Bai ◽  
Si-Wei Liu ◽  
Siu-Lai Chan ◽  
Feng Yu
Keyword(s):  
Shape Function ◽  
Design Method ◽  
Direct Analysis ◽  
Numerical Approach ◽  
Internal Degree ◽  
Order Effects ◽  
Buckling Strength ◽  
Steel Columns ◽  
Flexural Buckling ◽  
Material Efficiency

Steel tapered-I-columns are popular in modern buildings due to its material efficiency and the convenience in construction. For evaluating the flexural buckling strength of these columns, the current design methods with empirical and idealized assumptions are sometimes unreliable, especially for slender columns with significant tapering ratios. To accurately calculate the flexural buckling resistance, this paper proposes a numerical framework for tapered-I-sections. The direct analysis method (DM) with the non-prismatic high-order beam-column elements considering the factors, including the second-order effects, the geometric imperfections, and the residual stresses is developed. A new shape-function representing the most critical initial out-of-straightness curve of a tapered member is adopted. An advanced non-prismatic beam-column element incorporating this imperfection shape-function named the curved tapered-three-hinges (TTH) element is derived. With the availability of the internal degree-of-freedoms, the one-element-per-member (OEPM) modeling method is permitted. Sequentially, a series of parametric studies using the proposed numerical method are conducted for generating the buckling curves for the non-prismatic columns with various tapered-stiffness ratios. The sophisticated finite-element method is adopted to verify the proposed numerical framework. Based on the proposed numerical approach, the design method in ANSI/AISC-360-16 is modified for tapered-I-section columns.

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