In-Plane Analyses of Elastic Three-Pinned Steel Arches
Publication: Journal of Structural Engineering
Volume 141, Issue 2
Abstract
Because three-pinned circular steel arches are statically determinate, it is commonly thought that linear analysis is sufficiently accurate for predicting their in-plane elastic behavior and buckling. This paper shows that the linear analysis underestimates the in-plane structural response of three-pinned circular steel arches to the external load, but overestimates their elastic in-plane buckling load. To predict the in-plane structural behavior and buckling load of three-pinned circular steel arches correctly, nonlinear analysis is required.
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Acknowledgments
This work has been supported by the Australian Research Council through Discovery Projects (DP 120104554 and DP140101887) awarded to the authors and an Australian Laureate Fellowship (FL100100063) awarded to the second author.
References
ANSYS Multiphysics 8.0 [Computer software]. ANSYS, Canonsberg, PA.
Bradford, M. A., Uy, B., and Pi, Y.-L. (2002). “In-plane elastic stability of arches under a central concentrated load.” J. Eng. Mech., 710–719.
Pi, Y.-L., Bradford, M. A., Guo, Y.-L., and Dou, C. (2013). “Effects of thermal loading on nonlinear in-plane buckling of shallow crown-pinned steel arches.” Proc., 13th East Asia-Pacific Conf. on Structural Engineering and Construction (EASEC13), HUSCAP, Sapporo, Hokkaido, Japan.
Pi, Y.-L., Bradford, M. A., and Uy, B. (2002). “In-plane stability of arches.” J. Solids Struct., 39(1), 105–125.
Schmidt, R. (1979). “Initial postbuckling of three-hinged circular arch.” J. Appl. Mech., 46(4), 954–955.
Timoshenko, S., and Gere, J. M. (1961). Theory of elastic stability, 2nd Ed., McGraw-Hill, New York.
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Information
Published In
Journal of Structural Engineering
Volume 141 • Issue 2 • February 2015
Copyright
© 2014 American Society of Civil Engineers.
History
Received: Mar 5, 2014
Accepted: Jun 10, 2014
Published online: Jul 7, 2014
Discussion open until: Dec 7, 2014
Published in print: Feb 1, 2015
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