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Research Papers

Ultimate Strength of Transverse Plate Assemblies Under Uniaxial Loads

[+] Author and Article Information
Rui M. Luís, Malgorzata Witkowska

Centre for Marine Technology and Engineering, Instituto Superior Técnico, Technical University of Lisbon, Avenida Rovisco Pais, Lisbon 1049-001, Portugal

C. Guedes Soares

Centre for Marine Technology and Engineering, Instituto Superior Técnico, Technical University of Lisbon, Avenida Rovisco Pais, Lisbon 1049-001, Portugalguedess@mar.ist.utl.pt

www.mar.ist.utl.pt/marstruct.

J. Offshore Mech. Arct. Eng 130(2), 021011 (Jun 09, 2008) (7 pages) doi:10.1115/1.2913417 History: Received October 06, 2006; Revised August 01, 2007; Published June 09, 2008

This paper addresses the influence of adjacent plates on the strength of a single plate by studying the strength of panels composed of three and five plates transversely connected and loaded along the longitudinal direction,. The influence of adjacent plates is studied in two limiting cases of the shapes of initial imperfections in those plates. First, a comparison between the strength of panels having asymmetric imperfections in adjacent plate elements and of single plates is made, which allows evaluating the ability of the single plate to properly simulate the panel strength. Following this, the results obtained for a panel model having symmetric imperfections in adjacent plates are confronted with the results of the asymmetric imperfections. The asymmetrical and symmetrical models of the panel give, respectively, the lowest and highest strengths possible (imperfections in adjacent plates with different amplitudes have intermediate strengths), allowing to establish limits to the variation of the strength. The results show that using a single plate for assessing the strength of a panel made of those plates can be conservative or nonconservative, depending on the plate slenderness and shape of initial deflections. It is concluded that for design purposes, it will in general be enough to consider assemblies of three plates, as the results for five plate assemblies are not much different.

Copyright © 2008 by American Society of Mechanical Engineers
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Figures

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Figure 1

Asymmetrical imperfections in two neighboring plates separated by a welded stiffener (not shown)

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Figure 2

Symmetrical imperfections in two neighboring plates separated by a welded stiffener (not shown)

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Figure 3

Panel with 3×3 plates with a localized imperfection (transverse dimension amplified)

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Figure 4

Initial imperfection shape for m=1

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Figure 5

Initial imperfection shape for m=2

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Figure 6

Initial imperfection shape for m=3

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Figure 7

Initial imperfection shape for m=4

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Figure 16

Collapse strength versus the slenderness for m=1

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Figure 18

Load-shortening curves for m=3

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Figure 19

von Mises stress distribution at collapse for asymmetrical five plates panel model with m=1

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Figure 20

von Mises stress distribution at collapse for symmetrical five plates panel model with m=1

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Figure 17

Load-shortening curves for m=1

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Figure 15

Difference between the asymmetric and the symmetric model results for the collapse strength

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Figure 14

Comparison between the single plate model and the symmetric panel model with three plates for m=3

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Figure 13

Comparison between the single plate model and the asymmetric panel model with three plates for m=3

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Figure 12

Top view of the panel made of five plates

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Figure 11

Top view of the panel made of three plates

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Figure 10

Finite element mesh of the single plate model with m=3

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Figure 9

Top-down view of the plate

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