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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 124
Geometrical Parameter Influence 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, "Geometrical Parameter Influence 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 124, 2002. doi:10.4203/ccp.75.124
Keywords: reticulated domes, non-linear analysis, geometrical parameters.
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 (a) height-diameter ratio of the dome, In a companion paper, the ring beam stiffness effect on the behaviour of the reticulated dome is evaluated [3].
It is found that the optimum height-diameter ratio is
Concerning purlin arrangements, purlins perpendicular to the latitudinal beams in the triangular networks is generally preferable to purlins parallel to the latitudinal beams. The difference between the two arrangements is negligible with respect to buckling load and normal forces, but significant regarding deflections and very big concerning bending moments. References
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