Shear Buckling of Clamped and Simply-Supported Infinitely Long Plates Reinforced by Transverse Stiffeners and a Central Longitudinal Stiffener

1962 ◽  
Vol 13 (2) ◽  
pp. 95-114 ◽  
Author(s):  
K. C. Rockey ◽  
I. T. Cook
Keyword(s):  
Shear Stress ◽  
Flexural Rigidity ◽  
Numerical Results ◽  
Simply Supported ◽  
Longitudinal Stiffener ◽  
Buckling Stress ◽  
Longitudinal Stiffeners ◽  
Edge Conditions ◽  
Shear Buckling ◽  
Clamped Edge

SummaryThe paper presents a solution to the buckling under shear stress of infinitely long plates which are reinforced by both transverse stiffeners and longitudinal stiffeners. Each family of stiffeners is assumed to consist of equally spaced stiffeners. Both simply-supported and clamped edge conditions are examined. Numerical results are obtained for the case of a plate with transverse stiffeners and a central longitudinal stiffener and relationships between the buckling stress and the flexural rigidity parameters of the stiffeners are provided for three different spacings of the transverse stiffeners.

Shear Buckling of Orthogonally Stiffened, Infinitely Long Simply-Supported Plates–Stiffeners having Torsional and Flexural Rigidities

1969 ◽  
Vol 20 (1) ◽  
pp. 75-87
Author(s):  
K. C. Rockey ◽  
I. T. Cook
Keyword(s):  
Cross Section ◽  
Flexural Rigidity ◽  
Torsional Rigidity ◽  
List Type ◽  
Rectangular Plates ◽  
Simply Supported ◽  
Longitudinal Stiffener ◽  
Rigidity Parameter ◽  
Longitudinal Stiffeners ◽  
Shear Buckling

SummaryThe paper presents a solution to the buckling under shear stress of infinitely long plates orthogonally reinforced by stiffeners having both flexural and torsional rigidity. Each family of stiffeners is assumed to consist of equally spaced identical stiffeners. Numerical results are given for the case of a plate with transverse stiffeners and a central longitudinal stiffener for the following three cases: (i)Transverse and longitudinal stiffeners of closed tubular cross-section.(ii)Transverse stiffeners of closed tubular cross-section, longitudinal stiffeners possessing only flexural rigidity.(iii)Transverse stiffeners possessing only flexural rigidity, the longitudinal stiffeners being of closed tubular cross-section.Relationships between the buckling stress parameter K and the flexural rigidity parameter γ of the stiffeners are presented for each of the three cases when the identical transverse stiffeners are placed at spacings of d, 0·8d and 0·5d, where d is the depth of the webplate.Case (i) has provided values of the buckling coefficient K for finite rectangular plates clamped on three edges and simply-supported on the remaining edge.

Shear Buckling of a Clamped Infinitely Long Plate Reinforced by a Stiffener Mesh

1966 ◽  
Vol 17 (3) ◽  
pp. 302-309
Author(s):  
H. W. Parsons ◽  
I. T. Cook
Keyword(s):  
Shear Stress ◽  
Flexural Rigidity ◽  
Torsional Rigidity ◽  
Numerical Results ◽  
Theoretical Solution ◽  
The Other ◽  
Clamped Plate ◽  
Longitudinal Stiffeners ◽  
Shear Buckling ◽  
Special Case

SummaryA theoretical solution to the initial buckling under shear stress of a long clamped plate with parallel edges reinforced by a stiffener mesh is obtained. The mesh is formed by two families of stiffeners each evenly spaced. One family consists of longitudinal stiffeners parallel to the edges of the plate and the other consists of diagonal stiffeners inclined to the parallel edges. The flexural and torsional rigidity of the stiffeners are included in the analysis. Numerical results are given for the special case in which the longitudinal stiffeners are absent and the diagonal stiffeners have flexural rigidity only.

Shear Buckling of Clamped and Simply-Supported Infinitely Long Plates Reinforced by Closed-Section Transverse Stiffeners

1962 ◽  
Vol 13 (3) ◽  
pp. 212-222 ◽  
Author(s):  
I. T. Cook ◽  
K. C. Rockey
Keyword(s):  
Circular Tube ◽  
Flexural Rigidity ◽  
Torsional Rigidity ◽  
Numerical Results ◽  
Rectangular Plates ◽  
Simply Supported ◽  
Shear Buckling ◽  
Thin Walled ◽  
The Individual

SummaryThe paper presents a solution to the buckling of infinitely long plates when they are reinforced by transverse stiffeners possessing both torsional and flexural rigidity. The cases of both edges being clamped and simply-supported are dealt with. Numerical results are presented for the ratio of torsional rigidity to flexural rigidity as obtained with a thin-walled circular tube. When the stiffeners are completely rigid, in which case the individual panels are clamped along the transverse edges, the results obtained are in agreement with existing solutions for isolated rectangular plates.

Influence of the Torsional Rigidity of Transverse Stiffeners upon the Shear Buckling of Stiffened Plates

1964 ◽  
Vol 15 (2) ◽  
pp. 198-202 ◽  
Author(s):  
K. C. Rockey ◽  
I. T. Cook
Keyword(s):  
Flexural Rigidity ◽  
Torsional Rigidity ◽  
Stiffened Plates ◽  
Simply Supported ◽  
Rigidity Results ◽  
Buckling Resistance ◽  
Shear Buckling

SummaryThe paper provides relationships between the buckling resistance of simply-supported transversely stiffened plates and the flexural rigidity of the stiffeners for various values of the ratio of torsional rigidity to nexural rigidity. Results are presented for four different stiffener spacings.

Buckling of Circular Plate on Elastic Foundation

1965 ◽  
Vol 87 (3) ◽  
pp. 323-324 ◽  
Author(s):  
L. V. Kline ◽  
J. O. Hancock
Keyword(s):  
Circular Plate ◽  
Middle Surface ◽  
Elastic Plates ◽  
Buckling Loads ◽  
Simply Supported ◽  
Small Deflection ◽  
Edge Conditions ◽  
Deflection Theory ◽  
Plate On Elastic Foundation ◽  
Clamped Edge

The buckling loads are found for the simply supported and clamped-edge conditions for a circular plate on a springy foundation under the action of edge loading in the middle surface of the plate. The small deflection theory of bending of thin elastic plates has been used.

Elastic local buckling of composite tee-beams with longitudinal stiffeners

1993 ◽  
Vol 20 (6) ◽  
pp. 923-930 ◽  
Author(s):  
M. Azhari ◽  
M. A. Bradford
Keyword(s):  
Local Buckling ◽  
Neutral Axis ◽  
Longitudinal Stiffener ◽  
Finite Strip ◽  
Finite Strip Method ◽  
Buckling Stress ◽  
Optimum Position ◽  
Longitudinal Stiffeners ◽  
Negative Moment ◽  
Interaction Curves

The semi-analytical complex finite strip method is used to study the elastic local buckling of composite tee-section beams in negative moment and shear which contain a longitudinal stiffener attached to the web. The optimum position of this stiffener for different positions of the neutral axis is calculated in order to maximize the local buckling stress. Design graphs for longitudinal stiffeners are presented. Interaction curves between shear and bending for different positions of the neutral axis in a stiffened girder are given. Key words: composite beams, elasticity, finite strips, local buckling, longitudinal stiffeners, webs.

Bending of Elastically Restrained Rectangular Plates Under Uniform Pressure

1958 ◽  
Vol 62 (575) ◽  
pp. 834-836 ◽  
Author(s):  
C. Lakshmi Kantham
Keyword(s):  
Natural Frequencies ◽  
Unit Length ◽  
Rectangular Plates ◽  
Uniform Pressure ◽  
Simply Supported ◽  
Edge Conditions ◽  
Definition Of ◽  
Elastically Restrained ◽  
Clamped Edges ◽  
Clamped Edge

In the bending and vibration of plates it is found that the values of maximum deflection and natural frequencies, respectively, vary considerably from the simply-supported to clamped edge conditions. For an estimation of these characteristics in the intermediate range a generalised boundary condition may be assumed, of which the simply-supported and clamped edges become limiting cases. While Bassali considers the ratio of edge moment to the cross-wise moment as a constant, Newmark, Lurie and Klein and other investigators, in their analyses of various structures, consider that moment and slope at an end are proportional.Here the definition of elastic restraint as given by Timoshenko, α=βM, is followed, where α is the slope at any edge, M the corresponding edge moment per unit length while β is the elastic restraint factor. β→0 and β→∞ represent the two limiting cases of simply-supported and clamped edge conditions.

Buckling of a Long Flat Panel with a Series of Equidistant Longitudinal Supports in Combined Longitudinal Compression and Shear

1969 ◽  
Vol 20 (1) ◽  
pp. 17-24 ◽  
Author(s):  
W. H. Wittrick ◽  
P. L. V. Curzon
Keyword(s):  
Numerical Results ◽  
Flat Panel ◽  
Longitudinal Compression ◽  
Simply Supported ◽  
Stability Functions ◽  
Nodal Lines ◽  
Edge Conditions ◽  
Simple Supports ◽  
Shear Edge ◽  
The Stability

SummaryThe main purpose of this paper is to illustrate the use of the stability functions for long plates in combined compression and shear defined in a previous paper by the authors. The panel is supported on its two edges and on a series ofNintermediate simple supports. Each of the two edges is either clamped or simply-supported and numerical results are given for each of the three possible combinations, with varying numbers of supports. In all cases it is found that a simple parabolic interaction formula between shear and compression is extremely accurate. Also simple approximate formulae are given for calculating the wavelength of the buckle and the lead of the nodal lines for any combination of compression, shear, edge conditions and number of supports.

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