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TECHNICAL PAPERS

Measurement and Simulation of the Performance of a Lightweight Metallic Sandwich Structure With a Tetrahedral Truss Core

[+] Author and Article Information
H. J. Rathbun, Z. Wei, M. Y. He, F. W. Zok, A. G. Evans

Materials and Mechanical Engineering Departments, University of California, Santa Barbara, CA 93106

D. J. Sypeck

Aerospace Engineering Department, Embry-Riddle Aeronautical University, Daytona Beach, FL 32114  

H. N. G. Wadley

Department of Materials Science and Engineering, University of Virginia, Charlottesville, VA 22903-2442

J. Appl. Mech 71(3), 368-374 (Jun 22, 2004) (7 pages) doi:10.1115/1.1757487 History: Received December 02, 2002; Revised December 29, 2003; Online June 22, 2004
Copyright © 2004 by ASME
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References

Figures

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The minimum weight as a function of load for a simply supported panel subject to a uniformly distributed pressure, evaluated for a material with yield strain, εY=0.007, and maximum allowable center displacement, δ/S=0.1. Results are presented for several values of the relative density of the core. In all cases, at large loads, the panels become strength-limited.
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(a) The minimum weight as a function of load capacity for various panels under shear and bending load. (b) Weight index versus load index for axially compressed flat panels, 1101822. (c) The minimum weight as a function of load for axially compressed curved panels. N is the load per unit length of the periphery, 12.
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Tetrahedral unit with ligaments having rectangular cross-section. The directions of positive and negative shear are indicated.
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(a) Tetrahedral truss core after shaping, (b) typical core/face sheet bond
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Shear test fixture assembly
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True stress-strain response for 304 stainless steel following annealing at 1100°C for 1 hour
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Shear stress/strain response of tetrahedral truss core panels in the negative and positive orientations
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Load-deflection response during panel bending. The open symbol represents the predicted load from Eq. (5) at which yielding occurs.
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Image of the panel obtained at the displacement indicated in Fig. 8. Note the plastic buckling of the compressed truss core members on the left side and the associated plastic hinge. The span was S=202 mm, the flat steel indenters were 16.0 mm wide and the overhang, hover=22.5 mm.
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Finite element simulations showing the deformation after shearing in (a) the positive orientation at γpl=0.14 and (b) the negative orientation at γpl=0.10. Note the plastic buckling of the compressed member in the latter.
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Simulations of the shear stress as a function of plastic strain in (a) the positive orientation and (b) the negative orientation. The experimental measurements have been superposed.

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