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single angle design

single angle design

single angle design

(OP)
Does any one know of a good reference for single angle members?  In our office the design of these members has come up a few times....when angles are not concentricly loaded and/or the are used in flexure they are difficult to work with.  I have gotten a number of opinions but never a good handle on the correct procedure for getting either actual or allowable stresses...not to mention deflection....arrgh.  Any help would be welcomed

RE: single angle design

Try the Specification for the Allowable Stress (or LRFD)Design of Single-Angle Members that is included in the AISC Manual of Steel Construction.

RE: single angle design

(OP)
I have used the ASD manual. But I havent had much success with it...I'm looking for something with a few more examples to follow...the examples in the manual are for concentrically loaded members..which I have never run across.....thanks for your reply!

RE: single angle design

AISC 9th edition starting on pg 5-309 gives parameters for single angle member design; tension, compression, flexure and combined stresses.  No examples are given but the section give formulas for calculating the allowable stresses.  Maybe you have already tried to incorporate this design.

RE: single angle design

I'm told that the AISC Engineering Journal, 1st quarter 1984, has an article titled "Safe Load for Laterally Unsupported Angles" that may help. It has an example and load and deflection tables.

RE: single angle design

I guess you've been told... Got a copy of this in my Library and the article states that it's a reprint of an article provided by the Australian Institute of Steel Construction and written by J.M Leigh, B.F. Thomas and M.G. Lay, officers of the Melbourne Research Laboratories ofthe BHP Co. Ltd.  The method as well as loading tables are provided.

If this helps; I can try to scan the article and send it to you by email.  Some of the tabular stuff is pretty fine print, and may not scan that well.

RE: single angle design

Try Galambos "Stability Criteria..."

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