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Research Papers

An Elasticity Solution for the Global Buckling of Sandwich Beams/Wide Panels With Orthotropic Phases

[+] Author and Article Information
George A. Kardomateas

 Georgia Institute of Technology, Atlanta, GA 30332-0150

J. Appl. Mech 77(2), 021015 (Dec 14, 2009) (7 pages) doi:10.1115/1.3173758 History: Received June 09, 2008; Revised May 22, 2009; Published December 14, 2009; Online December 14, 2009

There exist several formulas for the global buckling of sandwich plates, each based on a specific set of assumptions and a specific plate or beam model. It is not easy to determine the accuracy and range of validity of these rather simple formulas unless an elasticity solution exists. In this paper, we present an elasticity solution to the problem of global buckling of wide sandwich panels (equivalent to sandwich columns) subjected to axially compressive loading (along the short side). The emphasis on this study is on the global (single-wave) rather than the wrinkling (multiwave) mode. The sandwich section is symmetric, and all constituent phases, i.e., the facings and the core, are assumed to be orthotropic. The buckling problem is formulated as an eigenboundary-value problem for differential equations, with the axial load being the eigenvalue. The complication in the sandwich construction arises due to the existence of additional “internal” conditions at the face-sheet/core interfaces. Results are produced for a range of geometric configurations, and these are compared with the different global buckling formulas in the literature.

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Figures

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Figure 1

Definition of the geometry for a sandwich wide panel/beam under axial compression

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Figure 2

Critical load for a wide range of face-sheet thicknesses for graphite/epoxy faces and glass/phenolic honeycomb core

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Figure 3

Critical load for E-glass polyester faces and H100 cross-linked PVC foam core

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Figure 4

The effect of relative core stiffness (case of f/htot=0.10)

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Figure 5

The asymptotic behavior of the various sandwich buckling formulas (at the very small lengths)

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