Whitmore section (gusset plate design)

[MonsieurR]

Hi all,

I'm currently learning connections, and I came up with the concept of Whitmore section. If I understand correctly, the whitmore section is a device to distribute the stresses in the gusset plate such as to form a "column" and design it as that. Particularly, one assumes the load path to widen at 30° in the gusset plate.

Now, I'm faced with the problem that geometrically I can't (and don't want to) fit the Whitmore section inside my gusset plate (see picture attached), because foundations need to be bigger. Conceptually I think there is no problem with that because the column is now narrower and I can design this column with this narrower width (which will imply a greater thickness or stiffener).

What are your thoughts about it?
Is my reasoning correct or is there another point I'm missing?

Thanks in advance and best regards.

 

[weab]

I believe that you still find the appropriate Whitmore section at the point where the gusset meets the supporting steel. In this case, your section is only as wide as your gusset. The Whitmore section tells you the maximum width you can consider. You just can't take advantage of that because your gusset is narrow.

I say your Whitmore section occurs at the point where the gusset touches the supporting steel and is as wide as your gusset. Others can let you know if I'm off base.

 

[KootK]

Agree with weab. Whitmore plate width is something that you can take advantage of rather than something that you must provide. Your situation will essentially involve no appreciable load spread. As long as you design accordingly, that's not a problem.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.