Wind load on an open frame.
Wind load on an open frame.
(OP)
Looking at ASCE7-05, you have procedures for calculating wind loads if the structure could be considered a "trussed tower" or another type of frame. But how about this: what about just figuring a load on the individual members? The catch would be *how*? You could use equations 6-27 and 6-28 [in ASCE7-05]......i.e. F=qG(Cf)A. But then the problem becomes: what to use for Cf? You are trying to figure the load on a member on a per linear foot basis.....and I'm not sure that any of the coefficients in Figures 6-20 through 6-23 are applicable.
Any ideas?
Any ideas?






RE: Wind load on an open frame.
RE: Wind load on an open frame.
RE: Wind load on an open frame.
RE: Wind load on an open frame.
more convenient if you are using a computer program to do the analysis.If by hand, the solidity ratio method may be more convenient.
The following is an excellent ref. on wind on open frame structures, pipe racks, access, vessels etc. It is very very practical:
"Wind Loads and Anchor Bolt Design for Petrochemical Facilities"
Published by ASCE in 1997...ISBN 0-7844-0262-0
RE: Wind load on an open frame.
RE: Wind load on an open frame.
RE: Wind load on an open frame.
RE: Wind load on an open frame.
RE: Wind load on an open frame.
i actually do this all the time coz i let Staad apply the wind load on each members as uniform load instead of me putting it as concentrated load. but the Cf i use is based on frame solidity ratio.
the Cf 2 i said is for components that is not part of the frame solidity ratio calculation like ladders, cantilever beams, etc..
RE: Wind load on an open frame.
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