scholarly journals Flexural Elastic Buckling Stress of Batten Type Light Gauge Built-Up Member

2017 ◽  
Vol 25 (2) ◽  
pp. 161-172 ◽  
Author(s):  
Kazuya Mitsui ◽  
Atsushi Sato
Keyword(s):  
Slenderness Ratio ◽  
Shear Wall ◽  
Elastic Buckling ◽  
Test Results ◽  
Current Standard ◽  
Buckling Strength ◽  
Buckling Stress ◽  
Strength Based ◽  
Energy Equilibrium ◽  
Compression Member

Abstract In Japan, built-up member composed with light gauge is used for studs of shear wall. Flexural buckling stress of built-up compression member is evaluated by effective slenderness ratio. The effective slenderness ratio of light gauge built-up compression member is proposed for heavy sections; however, it is not verified that it can be adopted in light gauge. In this paper, full scale testing of light gauge built-up members are conducted. From the test results, it is shown that current Standard overestimates the buckling strength. Based on energy equilibrium theory, modified effective slenderness ratio for light gauge built-up member is derived. The validity of the modified effective slenderness ratio is shown with test results.

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.

Postyield Cyclic Buckling Criteria for Aluminum Shear Panels

2008 ◽  
Vol 75 (2) ◽  
Author(s):  
Sachin Jain ◽  
Durgesh C. Rai ◽  
Dipti R. Sahoo
Keyword(s):  
Slenderness Ratio ◽  
Inelastic Behavior ◽  
Test Results ◽  
Inelastic Buckling ◽  
Strength Deterioration ◽  
Buckling Stress ◽  
Scale Models ◽  
Web Buckling ◽  
Shear Strains ◽  
Logarithmic Relationship

Aluminum shear panels can dissipate significant amount of energy through hysteresis provided strength deterioration due to buckling is avoided. A detailed experimental study of the inelastic behavior of the full-scale models of shear panels of 6063-O and 1100-O alloys of aluminum is conducted under slow cyclic loading of increasing displacement levels. The geometric parameters that determine buckling of the shear panels, such as web depth-to-thickness ratio, aspect ratio of panels, and number of panels, were varied among the specimens. Test results were used to predict the onset of buckling with proportionality factor f in Gerard’s formulation of inelastic buckling. Moreover, a logarithmic relationship between buckling stress and slenderness ratio of the panel was observed to predict experimental data closely. These relations can be further used to determine the geometry of shear panels, which will limit the inelastic web buckling at design shear strains.

Estimation of Elastic Buckling Strength of a Non-Spherical Tank in the Partially Filled Condition

2017 ◽  
Author(s):  
Atsushi Sano ◽  
Naoya Matsubara ◽  
Naruyoshi Izumi ◽  
Masahiko Fujikubo
Keyword(s):  
Strength Analysis ◽  
Toroidal Shell ◽  
Elastic Buckling ◽  
Stress Distributions ◽  
Element Analysis ◽  
Initial Shape ◽  
Buckling Strength ◽  
Buckling Stress ◽  
Spherical Tank ◽  
Shell Finite Element

A method of estimating elastic buckling strength of a non-spherical tank intended for the use in LNG carriers is presented. Partially filled condition that causes combined meridional tension and circumferential compression is considered. Analytical expression of pre-buckling stress distributions is derived based on membrane shell theory. These stresses are applied to the elastic buckling strength analysis employing Hutchinson’s solution for a toroidal shell segment under similar stress condition. The buckling strength of a spherical shell is highly sensitive to initial shape imperfections, but these are not considered as a most fundamental case. The predicted stress distributions and elastic buckling strength are compared with those calculated by the 3D shell finite element analysis.

scholarly journals FLEXURAL ELASTIC BUCKLING STRESS OF BATTEN TYPE LIGHT GAUGE BUILT-UP COMPRESSION MEMBER

2015 ◽  
Vol 80 (714) ◽  
pp. 1307-1317
Author(s):  
Atsushi SATO ◽  
Kazuya MITSUI ◽  
Hisayuki OKADA ◽  
Tetsuro ONO
Keyword(s):  
Elastic Buckling ◽  
Buckling Stress ◽  
Compression Member

scholarly journals Elastic Web Buckling Stress and Ultimate Strength of H-Section Beams Dominated by Web Buckling

2020 ◽  
Vol 2020 ◽  
pp. 1-18
Author(s):  
Jiaxing Ma ◽  
Tao Wang ◽  
Yinhui Wang ◽  
Kikuo Ikarashi
Keyword(s):  
Ultimate Strength ◽  
Shear Force ◽  
Slenderness Ratio ◽  
Local Buckling ◽  
Elastic Buckling ◽  
Buckling Stress ◽  
Web Buckling ◽  
Buckling Coefficient ◽  
The Web ◽  
Good Agreement

Numerical analyses and theoretic analyses are presented to study the elastic buckling of H-section beam web under combined bending and shear force. Results show that the buckling stress of a single web with clamped edges gives a good agreement with the buckling stress of an H-section beam web when the local buckling of the beam is dominated by the web buckling. Based on theoretic analyses, a parametric study is conducted to simplify the calculation of buckling coefficients. The parameters involved are clarified first, and the improved equations for the buckling coefficient and buckling stress are suggested. By applying the proposed method, the web buckling slenderness ratio is defined. It is verified that the web buckling slenderness ratio has a strong correlation with the normalized ultimate strength of H-section beams when the buckling of the beams is dominated by web buckling. Finally, a design equation is proposed for the ultimate strength of H-section beams.

Hydrostatic Tests of Two Prolate Spheroidal Shells

1965 ◽  
Vol 9 (03) ◽  
pp. 77-104
Author(s):  
John J. Healey
Keyword(s):  
Hydrostatic Pressure ◽  
Diameter Ratio ◽  
Minor Axis ◽  
Elastic Buckling ◽  
Test Results ◽  
External Hydrostatic Pressure ◽  
Prolate Spheroidal ◽  
Axis Ratio ◽  
Buckling Strength

Two machined models were collapsed under external hydrostatic pressure to determine the elastic buckling strength of complete prolate spheroidal shells. The test results demonstrated that collapse pressures 40 percent greater than predicted by available theory can be achieved for a prolate spheroidal shell with a major to minor axis ratio of 3.0 and a thickness to diameter ratio of 0.015.

Buckling Load of Elliptic Paraboloidal Single Layer Reticulated Roofs under Uniform Load

2005 ◽  
Vol 20 (2) ◽  
pp. 91-106 ◽  
Author(s):  
Shiro Kato ◽  
Yoshiro Yamauchi ◽  
Takashi Ueki
Keyword(s):  
Approximate Formula ◽  
Slenderness Ratio ◽  
Single Layer ◽  
Elastic Buckling ◽  
Uniform Load ◽  
Column Buckling ◽  
Buckling Loads ◽  
Buckling Strength ◽  
Practical Design ◽  
Linear Buckling

The present paper discusses buckling strength of elliptic paraboloidal reticular roofs under a uniform load on a rectangular plan. The roofs are assumed as three way single layers with a pin-support at all peripheries on a rectangular plan. The buckling analyses are performed for linear buckling, elastic buckling and elastic-plastic buckling. The results of buckling loads are formulated based on two procedures for practical design use. One is an explicit but approximate formula for elastic buckling loads using a knock down factor and the other one is an implicit expression for buckling loads interpreted into a column buckling strength in terms of generalized slenderness ratio.

Buckling Load of Elliptic Paraboloidal Single Layer Reticulated Roofs with Simple Supports under Uniform Load

2005 ◽  
Vol 20 (4) ◽  
pp. 211-224 ◽  
Author(s):  
Shiro Kato ◽  
Yoshiro Yamauchi ◽  
Takashi Ueki ◽  
Kazune Okuhira
Keyword(s):  
Slenderness Ratio ◽  
Single Layer ◽  
Elastic Buckling ◽  
Uniform Load ◽  
Column Buckling ◽  
Buckling Loads ◽  
Buckling Strength ◽  
Linear Buckling ◽  
Simple Support ◽  
Simple Supports

The present paper discusses buckling strength of elliptic paraboloidal reticular roofs under uniform load with a rectangular plan. The roofs are assumed as three way single layers with a simple support at all peripheries of a rectangular plan. The buckling analyses are performed for linear buckling, elastic buckling, and elastic-plastic buckling. The results of buckling loads are formulated based on two procedures for practical design use. One is an explicit formula for elastic buckling loads using a knock down factor and the other one is an implicit expression for buckling loads interpreted as a column buckling strength in terms of generalized slenderness ratio.

Sign in / Sign up

Export Citation Format

Share Document