Results 221 to 230 of about 9,668 (268)

Buckling Loads of Nonuniform Columns

Journal of the Structural Division, 1969
Using finite-difference method, the buckling problem of a hinged-hinged column is expressed as a linear algebraic eigenvalue problem. An iterative procedure to evaluate accurately the minimum eigenvalue of the involved coefficient matrix, without recourse to the characteristic equation or inversion of the matrix, is presented. By the method of Rayleigh
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Buckling Behavior Above the Tangent Modulus Load

Journal of the Engineering Mechanics Division, 1961
Inelastic buckling behavior of concentrically loaded strut having reduced rectangular cross section as mid-section; buckling model is similar to that originally used by F.R.Shanley, but in present model, solid rectangular cross section is introduced which permits detailed exploration of stress distribution across section; influence of slight ...
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Buckling of Sandwich Cylinders Under Axial Load

Journal of the Aerospace Sciences, 1962
This paper presents the solution for the nonlinear postbuckling behavior of a cylindrical sandwich shell with face sheets of a homogeneous material and a core of an isotropic shear-resistant material. Effects of inelastic behavior are neglected. The principle of minimum potential energy is used in the derivation of the compatibilit}^ equation.
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Lower Bounds to Column Buckling Loads

Journal of the Engineering Mechanics Division, 1973
A lower bound theorem is adapted to columns with various boundary conditions and variable bending stiffness. The lower bound is expressed in terms of the Rayleigh and Timoshenko loads for the simply-supported columns. For other boundary conditions, a similar formulation is developed in terms of the moment function and its derivative so that continuity ...
Howard L. Schreyer, Pen-Yuan Shih
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Buckling of Axially loaded Cylindrical Panels

Journal of the Engineering Mechanics Division, 1971
Buckling and post buckling behavior of axially loaded cylindrical shells is studied. Linear and nonlinear equations are solved by finite difference techniques. Eight boundary conditions that differ from those assumed in the classical solution are considered.
Pan San Hsueh, Alexander Chajes
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Inelastic buckling of eccentrically loaded columns.

AIAA Journal, 1973
b d E E0 h width of column eccentricity of loading tangent modulus elastic modulus depth of column i = integer L = half length of column M = bending moment N = number of intervals in £ direction NJ = number of intervals in // direction n — constant P = load pc = critical load R = radius of cross section w = transverse deflection of centerline x ...
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Buckling of struts under dynamic loading

Journal of the Mechanics and Physics of Solids, 1953
Abstract This paper deals with an initially curved, pin ended, strut having one end fixed in position, the other end being struck once, via a spring, by a mass, so that an impulsive axial load is applied. Two aspects of this problem have been investigated. First, simple calculations based on a theory given by Koning and Taub (1934) suggest that
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Experimental Evaluation of Lateral Buckling Loads

Journal of the Engineering Mechanics Division, 1977
A modification of the Southwell plot is developed to predict lateral buckling loads of beams. The analysis is carried out both for a beam under uniform moment and for a beam loaded by a concentrated force at the center of the span. The method is applied to one set of test results from the literature, and good agreement is obtained.
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Prediction of Buckling Load from Vibration Measurements

2002
The linear relationship between buckling load and the square of the frequency of a structure is limited to the cases in which the fundamental vibration mode and the lowest buckling mode are the same. For cases where the two modes are different researchers in the past have suggested some empirical equations.
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Pipeline buckling caused by axial loads

Journal of Constructional Steel Research, 1981
Abstract Compressive loads are commonly induced in pipelines by the frictional restraint of axial extensions due to temperature changes or internal pressure. It is shown that these forces can cause buckling in the presence of the initial imperfections which are certainly present in pipelines as laid, particularly in submarine lines.
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