Composite plate analysis made in an unsymmetric configuartion

Abstract The work presents a thin-walled plate element with the central rectangular cut-out which can be use as an elastic or load-bearing element. Plates were made of carbon epoxy laminate and subjected to uniform compression. Plates were simply supported on shorter edges, and loaded axial load. The study included analysis of the critical and weakly post-critical behavior using experimental and numerical methods. Numerical analysis was performed with using linear analysis of eigenvalue problem to determination critical loads. The second step connected nonlinear analysis of structure with initiated geometrically imperfection corresponding to the flexural-torsional buckling mode of the plate. To the numerical calculations the commercial ABAQUS program was used.

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Buckling of an Elliptical Plate With Simply Supported Edge Under Uniform Compression

Journal of Applied Mechanics ◽

10.1115/1.3423890 ◽

1976 ◽

Vol 43 (3) ◽

pp. 455-458 ◽

Cited By ~ 9

Author(s):

Kenzo Sato

Keyword(s):

Plate Theory ◽

Mathieu Functions ◽

Elliptical Plate ◽

Buckling Mode ◽

Uniform Compression ◽

Simply Supported ◽

Aspect Ratios ◽

Thin Plate Theory ◽

The Stability ◽

Circular Functions

On the basis of the ordinary thin plate theory, the stability of a simply supported elliptical plate subjected to uniform compression in its middle plane is considered by the use of circular functions, hyperbolic functions, Mathieu functions, and modified Mathieu functions which are solutions of the equilibrium equation of the buckled plate. The first five eigenvalues for the buckling mode symmetrical about both axes are calculated numerically for a variety of aspect ratios of the ellipse. The limiting cases of a circular plate and of an infinitely long strip are also discussed.

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A FURTHER STUDY OF FLEXURAL-TORSIONAL BUCKLING OF ELASTIC ARCHES

International Journal of Structural Stability and Dynamics ◽

10.1142/s0219455405001568 ◽

2005 ◽

Vol 05 (02) ◽

pp. 163-183 ◽

Cited By ~ 31

Author(s):

Y.-L. PI ◽

M. A. BRADFORD ◽

N. S. TRAHAIR ◽

Y. Y. CHEN

Keyword(s):

Virtual Work ◽

Static Equilibrium ◽

Specific Point ◽

Torsional Buckling ◽

Uniform Compression ◽

Closed Form Solutions ◽

First Order ◽

Buckling Resistance ◽

Equilibrium Approach ◽

Flexural Torsional Buckling

This paper uses both a virtual work approach and a static equilibrium approach to study the elastic flexural-torsional buckling of circular arches under uniform bending, or under uniform compression. In most studies of the elastic flexural-torsional buckling of arches under uniform compression produced by uniformly-distributed radial loads, the directions of the radial loads are conventionally assumed not to change but to remain parallel to their initial directions during buckling. In practice, the uniform compression may be produced by hydrostatic loads or by uniformly-distributed radial loads that are directed to a specific point during buckling. In addition, there are discrepancies between existing solutions for the elastic flexural-torsional buckling moment and load of arches under uniform bending or under uniform compression which need to be clarified. Closed form solutions for the buckling moment and load are developed. The discrepancies among the existing solutions for the elastic flexural-torsional buckling moment and load of arches are clarified and the sources for the discrepancies are identified. It is found that the lateral components of hydrostatic loads and of uniformly-distributed radial loads that are always directed toward the center of the arch increase the flexural-torsional buckling resistance of an arch under uniform compression. It is also found that first-order buckling deformations are sufficient for static equilibrium approaches for the flexural-torsional buckling analysis of arches. The rational static equilibrium approach for the flexural-torsional buckling in the present study is effective.

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Elastic flexural-torsional buckling of circular arches under uniform compression and effects of load height

Journal of Mechanics of Materials and Structures ◽

10.2140/jomms.2006.1.1235 ◽

2006 ◽

Vol 1 (7) ◽

pp. 1235-1255 ◽

Cited By ~ 2

Author(s):

Mark Andrew Bradford ◽

Yong-Lin Pi

Keyword(s):

Torsional Buckling ◽

Uniform Compression ◽

Load Height ◽

Flexural Torsional Buckling

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Flexural-torsional buckling of FRP thin-walled composite with various sections

Science and Engineering of Composite Materials ◽

10.1515/secm-2013-0227 ◽

2014 ◽

Vol 21 (4) ◽

pp. 537-549 ◽

Cited By ~ 2

Author(s):

Yeliz Pekbey ◽

Esmaeil Ghanbari

Keyword(s):

Mode Shapes ◽

Torsional Buckling ◽

Buckling Mode ◽

Closed Form Solutions ◽

Buckling Stress ◽

Reinforced Plastic ◽

Compressive Loads ◽

Thin Walled ◽

Flexural Torsional Buckling ◽

Potential Energy Method

AbstractThe flexural-torsional buckling of thin-walled pultruded fiber-reinforced plastic (FRP) members composed of unstiffened, stiffened cruciform- and I-shaped sections under uniform compressive loads was investigated using finite element methods (FEM). As the basic method, an eigenvalue solution using the minimum potential energy method was utilized to obtain the critical buckling stress and buckling mode shapes. FEM results were compared with the closed-form solutions and literature results. Furthermore, a parametric study was carried out to investigate the different cross-section geometries and span lengths on the critical buckling stresses and buckling mode shapes, that is, flexural, torsional, or mixed buckling.

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Flexural-Torsional Buckling of Pultruded Fiber-Reinforced Polymer Angle Beams under Eccentric Loading

Materials Science Forum ◽

10.4028/www.scientific.net/msf.982.201 ◽

2020 ◽

Vol 982 ◽

pp. 201-206

Author(s):

Jaksada Thumrongvut ◽

Natthawat Pakwan ◽

Samaporn Krathumklang

Keyword(s):

Buckling Load ◽

Fiber Reinforced Polymer ◽

Width Ratio ◽

Fiber Reinforced ◽

Torsional Buckling ◽

Eccentric Load ◽

Buckling Loads ◽

Reinforced Polymer ◽

Cross Sectional Dimension ◽

Flexural Torsional Buckling

In this paper, the experimental study on the pultruded fiber-reinforced polymer (pultruded FRP) angle beams subjected to transversely eccentric load are presented. A summary of critical buckling load and buckling behavior for full-scale flexure tests with various span-to-width ratios (L/b) and eccentricities are investigated, and typical failure mode are identified. Three-point flexure tests of 50 pultruded FRP angle beams are performed. The E-glass fibre/polyester resin angle specimens are tested to examine the effect of span-to-width ratio of the beams on the buckling responses and critical buckling loads. The angle specimens have the cross-sectional dimension of 76x6.4 mm with span-to-width ratios, ranging from 20 to 40. Also, four different eccentricities are investigated, ranging from 0 to ±2e. Eccentric loads are applied below the horizontal flange in increments until beam buckling occurred. Based upon the results of this study, it is found that the load and mid-span vertical deflection relationships of the angle beams are linear up to the failure. In contrast, the load and mid-span lateral deflection relationships are geometrically nonlinear. The general mode of failure is the flexural-torsional buckling. The eccentrically loaded specimens are failed at critical buckling loads lower than their concentric counterparts. Also, the quantity of eccentricity increases as buckling load decreases. In addition, it is noticed that span-to-width ratio increases, the buckling load is decreased. The eccentric location proved to have considerable influence over the buckling load of the pultruded FRP angle beams.

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The effect of flexural–torsional buckling on the stability of timber members: a case study

SN Applied Sciences ◽

10.1007/s42452-021-04604-6 ◽

2021 ◽

Vol 3 (6) ◽

Author(s):

Osama A. B. Hassan

Keyword(s):

Axial Compression ◽

Bending Moment ◽

List Type ◽

Torsional Buckling ◽

Solution Methods ◽

Simplified Solution ◽

The Stability ◽

Flexural Torsional Buckling ◽

Building Engineering

Abstract This study investigates the stability of timber members subjected to simultaneously acting axial compression and bending moment, with possible risk for torsional and flexural–torsional buckling. This situation can occur in laterally supported members where one side of the member is braced but the other side is unbraced. In this case, the free side will buckle out of plane while the braced side will be prevented from torsional and flexural–torsional buckling. This problem can be evident for long members in timber-frame structures, which are subjected to high axial compression combined with bending moments in which the member is not sufficiently braced at both sides. This study is based on the design requirement stated in Eurocode 5. Solution methods discussed in this paper can be of interest within the framework of structural and building Engineering practices and education in which the stability of structural elements is investigated. Article Highlights This case study investigates some design situations where the timber member is not sufficiently braced. In this case, a stability problem associated with combined torsional buckling and flexural buckling can arise. The study shows that the torsional and/or flexural–torsional buckling of timber members can be important to control in order to fulfil the criteria of the stability of the member according to Eurocode 5 and help the structural engineer to achieve safer designs. The study investigates also a simplified solution to check the effect of flexural torsional buckling of laterally braced timber members.

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