TECHNICAL PAPERS
Dec 1, 2000

Modeling Interactive Buckling of Plate StructuresUsing Special Elements

Publication: Journal of Engineering Mechanics
Volume 126, Issue 12

Abstract

The interaction of local and overall buckling has been analyzed using a novel finite element in which local buckling deformation has been embedded. Amplitude modulation, a key feature of the interactive buckling, has been incorporated in the element formulation. The model has the following additional features: (1) The inclusion of a key secondary local mode where the cross section has complete or approximate double symmetry; and (2) the introduction of a simple approach for capturing localization of local buckling. This involves incorporating a single local buckling mode in the analysis, but allows the amplitude modulation function to be different for different elements. Numerical examples of thin-walled columns are presented to throw light on these issues as well as to demonstrate the accuracy and efficiency of the model.

Get full access to this article

View all available purchase options and get full access to this article.

References

1.
ABAQUS; version 5.8. (1998). Hibbitt, Karlsson and Sorenson Inc., Pawtucket, R.I.
2.
Ali, M. A., and Sridharan, S. ( 1988). “A versatile model for interactive buckling of columns and beam-columns.” Int. J. Solids and Struct., 24(5), 481–496.
3.
Benito, R., and Sridharan, S. ( 1985). “Interactive buckling analysis with finite strips.” Int. J. Numer. Methods in Engrg., 21, 145–161.
4.
Budiansky, B. ( 1966). “Dynamic buckling of elastic structures: Criteria and estimates.” Dynamic stability of structures. G. Herrman, ed., Pergamon, Oxford, U.K., 83–106.
5.
Byskov, E., and Hutchinson, J. W. ( 1977). “Mode interaction in axially stiffened cylindrical shells.” AIAA J., 15(7), 941–948.
6.
Graves Smith, T. R. ( 1966). “The ultimate strength of locally buckled columns of arbitrary length.” PhD thesis, Cambridge University, England.
7.
Hunt, G. W. ( 1977). “Imperfection-sensitivity of semi-symmetric branching.” Proc., Royal Soc., London, A357, 193–211.
8.
Koiter, W. T., and Pignataro, M. ( 1976a). “An alternative approach to the interaction of local and overall buckling in stiffened panels.” Buckling of structures, B. Budiansky, ed., Springer, New York, 133–148.
9.
Koiter, W. T., and Pignataro, M. ( 1976b). “General theory of mode interaction in stiffened plate and shell structures.” Rep. WTHD-91, Delft University of Technology, Delft, The Netherlands.
10.
Kolakowski, Z., and Teter, A. ( 2000). “Interactive buckling of thin-walled beam-columns with intermediate stiffeners or/and variable thickness.” Int. J. Solids and Struct., 37, 3323–3344.
11.
Sridharan, S. ( 1983). “Doubly symmetric interactive buckling of plate structures.” Int. J. Solids and Struct., 19(7), 625–641.
12.
Sridharan, S., and Ali, M. A. (1985). “Interactive buckling in thinwalled beam-columns.”J. Engrg. Mech. Div., ASCE, 111(12), 1470– 1486.
13.
Sridharan, S., and Ali, M. A. ( 1986). “An improved interactive buckling analysis of thin-walled columns having doubly symmetric sections.” Int. J. Solids and Struct., 22(4), 429–443.
14.
Sridharan, S., Madjid, Z., and Starnes, J. H. ( 1992). “Postbuckling response of stiffened composite cylindrical shells.” AIAA J., 30(12), 2897–2905.
15.
Sridharan, S., Madjid, Z., and Starnes, J. H. ( 1994). “Mode interaction analysis of stiffened shells using `locally buckled' elements.” Int. J. Solids and Struct., 31(7), 2347–2366.
16.
Sridharan, S., and Peng, M.-H. ( 1989). “Performance of axially compressed stiffened panels.” Int. J. Solids and Struct., 25(8), 879–899.
17.
Szabó, B. A., and Babuška, I. ( 1991). Finite element analysis, Wiley, New York.
18.
Thompson, J. M. T., and Lewis, G. M. ( 1972). “On the optimum design of thin-walled compression members.” J. Mech. Phys. Solids, 22, 101–109.
19.
Tvergaard, V. ( 1973). “Influence of postbuckling behavior in optimum design of stiffened panels.” Int. J. Solids and Struct., 9, 1519–1534.
20.
van der Neut, A. ( 1973). “The sensitivity of thin-walled compression members to column axis imperfection.” Int. J. Solids and Struct., 9, 999–1011.

Information & Authors

Information

Published In

Go to Journal of Engineering Mechanics
Journal of Engineering Mechanics
Volume 126Issue 12December 2000
Pages: 1247 - 1256

History

Received: Mar 28, 2000
Published online: Dec 1, 2000
Published in print: Dec 2000

Permissions

Request permissions for this article.

Authors

Affiliations

Prof., Dept. of Civ. Engrg., Campus Box 1130, Washington Univ. in St. Louis, St. Louis, MO 63130.
Former Doctoral Student.

Metrics & Citations

Metrics

Citations

Download citation

If you have the appropriate software installed, you can download article citation data to the citation manager of your choice. Simply select your manager software from the list below and click Download.

Cited by

View Options

Get Access

Access content

Please select your options to get access

Log in/Register Log in via your institution (Shibboleth)
ASCE Members: Please log in to see member pricing

Purchase

Save for later Information on ASCE Library Cards
ASCE Library Cards let you download journal articles, proceedings papers, and available book chapters across the entire ASCE Library platform. ASCE Library Cards remain active for 24 months or until all downloads are used. Note: This content will be debited as one download at time of checkout.

Terms of Use: ASCE Library Cards are for individual, personal use only. Reselling, republishing, or forwarding the materials to libraries or reading rooms is prohibited.
ASCE Library Card (5 downloads)
$105.00
Add to cart
ASCE Library Card (20 downloads)
$280.00
Add to cart
Buy Single Article
$35.00
Add to cart

Get Access

Access content

Please select your options to get access

Log in/Register Log in via your institution (Shibboleth)
ASCE Members: Please log in to see member pricing

Purchase

Save for later Information on ASCE Library Cards
ASCE Library Cards let you download journal articles, proceedings papers, and available book chapters across the entire ASCE Library platform. ASCE Library Cards remain active for 24 months or until all downloads are used. Note: This content will be debited as one download at time of checkout.

Terms of Use: ASCE Library Cards are for individual, personal use only. Reselling, republishing, or forwarding the materials to libraries or reading rooms is prohibited.
ASCE Library Card (5 downloads)
$105.00
Add to cart
ASCE Library Card (20 downloads)
$280.00
Add to cart
Buy Single Article
$35.00
Add to cart

Media

Figures

Other

Tables

Share

Share

Copy the content Link

Share with email

Email a colleague

Share