Extended Gusset Connection w/ stiffeners

[JSanchez88]

I am needing to check a connection with shear and axial loads for a steel fabricator. There are 2 beams pinned to the web of the column and a moment connection to the flange. The fabricator has determined that stiffener plates are necessary and has, therefore, extended the gussets of the pinned connections out about 9 inches in order to have room for the stiffening plates. (a picture is on the way)

Are there any limit states that need to be taken into consideration besides flexural yielding and buckling and compression buckling of the plates?

Any and all help greatly appreciated. Thank you in advance.

 

[JSanchez88]

Details

 

[connectegr]

There are other considerations. Bolt eccentricity, weld requirements, resistence to lateral movement of the beam and therefore weak axis bending of the plate etc. There is an AISC Engineering Journal article, written by Larry Muir, which provides some design information for extended shear plates. This is for shear only connections. There is very little AISC information for extended shear plate connections with shear and axial load. However, we do this frequently.

I have responded to other forum posts listing other connection considerations. I don't know how to insert other forum references.

http://www.FerrellEngineering.com

Providing fabrication and erection efficient structural design of connections. Consulting services for structural welding and bolting.

 

[hokie66]

connectegr,
If you want to refer to another thread, just type in the thread number under the title, threadxxx-xxxxxx. Is that what you meant?