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Re: Open Walled "Shed"

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A peer has sought my opinion on the lateral wind loads to a structure that is essentially a non-walled structure.  I.e. just a roof on a braced post and beam assembly.
My opinion was that he should use the the exterior vector coefficients in the code for the roof using the internal pressure coefficients for a building that would have large openings open during high winds.  If the eave boards or beams are deep enough they could also contribute?
That analysis provides a resultant vector addition according to the roof slope (here 15 degrees) which would I believe be the main resultant lateral load to the roof structure (together with some serious uplift).
He felt that the load calculated that way was too small, even using corner/cladding coefficients.  I suggested using an elevated billboard of same projected dimensions as an upper limit, but that gave a much higher number, too high to be reasonable for what is essentially an aerofoil on stilts.
I think the simple vector addition of resultant roof pressures is sufficient.
What does the group think? 
James Cohen maybe has a good set of tables or references that I could access?

Thor A Tandy P.Eng, MCSCE
Victoria BC
e-mail: vicpeng(--nospam--at)