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Civil-Comp Proceedings
ISSN 1759-3433 CCP: 75
PROCEEDINGS OF THE SIXTH INTERNATIONAL CONFERENCE ON COMPUTATIONAL STRUCTURES TECHNOLOGY Edited by: B.H.V. Topping and Z. Bittnar
Paper 126
Ring Beam Stiffness Effect on Behaviour of Reticulated Timber Domes D.H. Pan and U.A. Girhammar
Civil Engineering, Department of Applied Physics and Electronics, Umeå University, Sweden Full Bibliographic Reference for this paper
D.H. Pan, U.A. Girhammar, "Ring Beam Stiffness Effect on Behaviour of Reticulated Timber Domes", in B.H.V. Topping, Z. Bittnar, (Editors), "Proceedings of the Sixth International Conference on Computational Structures Technology", Civil-Comp Press, Stirlingshire, UK, Paper 126, 2002. doi:10.4203/ccp.75.126
Keywords: reticulated domes, non-linear analysis, ring beam stiffness.
Summary
Domes are very efficient structural systems for long clear span buildings. The
introduction of laminated timber highlighted the economic advantages of this material and led
to the use of timber domes even for very large spans. In this paper, reticulated timber domes
of triangular network shape with decking and bottom tension ring are
considered [1]. These
types of domes have high stiffness in all directions along the surface and are kinematically
stable. The dome is subjected to evenly distributed load over entire dome. The dome model is
generated by a preprocessor program DOME-IN [2] and analysed by ABAQUS.
The focus of this paper is to evaluate the behaviour of reticulated timber domes with respect
to different stiffnesses of the bottom ring beam. A non-dimensional ring area parameter In a companion paper, the effect of different geometrical parameters on the behaviour of the reticulated dome is evaluated [3].
As far as global buckling is concerned, the critical pressure is sensitive to the bottom ring
beam stiffness only if the latter is within a certain range. From a design point of view, the
stiffness of the ring beam should exceed
The maximum deflection, normal forces and bending moments versus the ring beam area
parameter are also evalutated. The maximum deflection is also strongly dependent on the ring
beam stiffness, but only for small ring area parameters
The normal forces near the bottom ring beam and bending moments near the bottom ring
beam and in the middle of the dome are found to be strongly dependent on the ring beam
stiffness. As ring beam stiffness decreases
A recommended value for the design of the bottom ring beam is
References
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