Weak-axis Shear on Double-Angle Connections
Weak-axis Shear on Double-Angle Connections
(OP)
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.






RE: Weak-axis Shear on Double-Angle Connections
For a coped beam the beam web bending will be more of an issue than the bending the double angle legs.
www.FerrellEngineering.com
RE: Weak-axis Shear on Double-Angle Connections
This example is for un-coped beams, but I do have beam to girder connections that are coped.
RE: Weak-axis Shear on Double-Angle Connections