# Re: built up steel column

• To: seaint(--nospam--at)seaint.org
• Subject: Re: built up steel column
• From: h.d.richardson(--nospam--at)home.com
• Date: Wed, 25 Jul 2001 09:37:13 -0600
```Fellow engineers,

If you are still looking for torsion references try USS Steel Design
1981; it's admittedly a bit dated but they may have updated it by now.
It's easy to follow and better than most other references I have found.

Regards

H. Daryl Richardson

Paul Ransom wrote:
>
> > From: "Effland, Greg" <geeffland(--nospam--at)butlermfg.com>
>
> > Typo in web depth calc.......  4 should have been d...  (probably caught
> > that but just in case...)  For references for doubly symmetric I-sections
> > you can also refer to AISC 9th Ed. ASD Eqn. C-F1-2 page 5-146 (if using
> > doubly symmetric also be sure to use rt(equiv) as noted on that page...
> > helps out if your bending allowable falls into equation F1-6 or F1-7)...
> > other references include Steel Structures by Salmon & Johnson, Blodgett's
> > book Design of Welded Steel Structures (as mentioned by others) and etc...
> > The equation presented earlier and below is applicable to doubly symmetric
> > or singly symmetric sections...
>
> Another good reference for torsional aspects is the AISC Steel Design
> Guide for torsion but for the life of me, I can't find my copy to give
> the series number.
>
> Note that there are limits to the application of sum(bt^3)/3. The
> assumption is that b>>t, but I seem to recall that the results are
> reasonable down to an aspect ratio around b:t = 5:1. In other words, a
> square bar flange doesn't work well in this equation.
>
> --
> Paul Ransom, P. Eng.
> Civil/Structural/Project/International
>
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