Designing of welded intermediate connectors for double angles and so

[mahumadac]

Any ideas or recommendations on designing the weld size and length of the intermediate connectors on double angles or any other built up member?.
AISC specs states the requiered spacing, but there is nothing about calculating the shear that intermediate connectors welding will suffer due to built-up member buckling.

Thanks!

 

[Guastavino]

My guess is that detailing and minimum weld sizes will control over what is required for strength. However, I might consider applying Appendix 6 of AISC (to feel better) which requires 0.01 (worst case) of the axial force in the member to brace out of plane. So if your double angles have 10k of force, then I would think you would only need ~100# of weld capacity to keep it from buckling by itself. And 100# of weld is next to nothing, IE minimum would control.

Again, I haven't looked too deeply into this, but it seems like it would be insignificant for compression behavior.

 

[WillisV]

thread507-386125

 

[mahumadac]

Thanks, I have just found recommendations (from Steel Structures class) that say one should use 0.02*Pn

 

[KootK]

This article addresses the theory behind your question: Link.

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.