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Re: seaint Digest for 24 Sep 1999[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: seaint Digest for 24 Sep 1999
- From: ad026(--nospam--at)hwcn.org (Paul Ransom)
- Date: Sat, 25 Sep 1999 15:50:07 -0400
> From: "vicpeng" <vicpeng(--nospam--at)vtcg.com> > > That's true. The uplift is as you described. The lateral loads are the = > one under discussion. If the amount of "parapet" is very small then the = > only loads that I can see are, in the limit, the horizontal vectors = > calculated from the "perpendicular to member" coefficients acting on the = > roof planes. Different slopes give different resultants. These may be = > larger than the exposed "parapet" and column loads. I concur with your = > assessment but my associate still thinks that calculation is too small = > and I'm trying to convince him that his fear is not justified. =20 > > Thor A Tandy P.Eng, MCSCE > Victoria BC > Canada Check out ASCE publication, Wind Loads and Anchor Bolt Design for Petrochemical Facilities. They recommend that wind loads be considered at an angle to horizontal (add 10% of width to the vertical face). This actually covers two issue; wind with vertical component and deflected roof alignment. This document is more specific to pipe, vessels and racks but has some insight into design issues for open framing that could be applied to other structures. Although the NBCC defines the wind loading orthogonal to the major horizontal axes of the structure, wind at, say, 45 deg can have a significant effect on such a structure. The above publication goes so far as to suggest 100% in one axis and 50% in the perpendicular, combined. Again, this is for open framing and may not be suitable for a roof. -- Paul Ransom, P. Eng. Civil/Structural/Project Burlington, Ontario, Canada <mailto:ad026(--nospam--at)hwcn.org> <http://www.hwcn.org/~ad026/civil.html>
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