Weak-axis Shear on Double-Angle Connections

[brianks]

Does anyone know of a procedure for checking double-angle connections for weak-axis shear? I know the shear in the flanges need to work its way through the web and into the angles.

 

[connectegr]

For an un-coped beam, the flanges provide stiffness. How large is the horizontal force and what is the connection depth.

For a coped beam the beam web bending will be more of an issue than the bending the double angle legs.

http://www.FerrellEngineering.com

 

[brianks]

I have several conditions, but here is an example. I have a W16x67 framing into a column flange with a 13" double-angle connection using L4x4x5/16. The double-angle is bolted to the beam and bolted to the column flange with (4) 3/4" diameter bolts per leg. I have a maximum horizontal shear of 2.5 kips.

This example is for un-coped beams, but I do have beam to girder connections that are coped.

 

[spats]

With a load that small I would say "OK BY INSPECTION" and move on.