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Re: Open Walled "Shed"[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: Open Walled "Shed"
- From: Roger Turk <73527.1356(--nospam--at)CompuServe.COM>
- Date: Fri, 24 Sep 1999 12:42:53 -0400
Thor, Once again, I recommend referring to the report: "Wind Forces on Structures," published in ASCE Transactions, Vol. 126, Part II, 1961, page 1124. Table 4 on page 1160-1161 covers open shed roofs, such as may be used at railroad stations and includes the possibility of trains or stored material obstructing the wind. Two roof slopes are considered; 10 deg and 30 deg. A. Roger Turk, P.E.(Structural) Tucson, Arizona Thor Tandy wrote: >>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?<<
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