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Presented at
THE SOCIETY OF AMERICAN MILITARY ENGINEERS
National Symposium on Comprehensive Force Protection
Charleston South Carolina
November 2001
by
Major Stephen P Ward, CEng, MICE, Mi Mgt. M.I. Exp. E R.E. Ret.
Authors:
C. Brookes1, J. Rance2 and S.P.Ward3
ABSTRACT
This paper describes how numerical modelling based on a discrete element formulation has been employed to simulate the response of masonry to seismic loading and the effects of explosions. Using dynamic non-linear numerical analysis the
performance of walls with and without retrofitted strengthening has been compared. Models representative of ashlar4 masonry laid with a weak lime-based or regular mortar have been investigated. In general, wall arrangements are typical of
those forming the end elevations of conventionally constructed low-rise buildings loaded horizontally. Walls including idealised openings have also been investigated. The benefits of strengthening by the introduction of passively stressed
reinforcement are predicted for various arrangements when subjected to dynamic loading. The reinforcement is represented explicitly in the analysis allowing direct assessment of damage and potential failure mechanisms. The paper concludes that, the
discrete element technique is ideally suited to dynamic masonry simulation and overcomes many difficulties experienced with traditional finite element analysis. The overall performance of masonry acting compositely with retrofitted reinforcement has
been predicted and comparisons made between different reinforcement dispositions.
1 Associate, Gifford and Partners, Consulting Engineers, Carlton House, Ringwood Road, Woodlands, Southampton, SO40 7HT, United Kingdom
2 Director, Rockfield Software Ltd, Innovation Centre, University Of Wales, Singleton Park, Swansea, SA2 8PP, United Kingdom
3 Division Manager, Cintec America Inc, 5506 Connecticut Ave., Suite 28, Washington DC 20015
4 Ashlar masonry – masonry in which the block size is relatively large compared to the mortar layer holding the blocks together.
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