Extended Shear Tab Connection
Extended Shear Tab Connection
(OP)
I'm reviewing shop drawings for a building our company provided the engineering services for. The detailer has provided extended shear tabs for all direct shear connections at beam/girder webs as well as column webs. Where we have a cantilever, there is a weak axis moment connection. It is a direct flange weld to plates welded to the flange and web of the column. The shear tab is welded to both the column web as well as the plates, so they are scting like stiffners to the connection.
My question is where to take my eccentricity for the bolts on this connection? If these stiffners restrain my shear tab from rotating, can I assume my eccentricity is from the centerline of the cbolts to the toe of the flange, or must I still consider eccentircity to the web of the column? The design checks outlined in the 13th edition do not note specifically if your eccentricity changes due to a stiffened connection.
My question is where to take my eccentricity for the bolts on this connection? If these stiffners restrain my shear tab from rotating, can I assume my eccentricity is from the centerline of the cbolts to the toe of the flange, or must I still consider eccentircity to the web of the column? The design checks outlined in the 13th edition do not note specifically if your eccentricity changes due to a stiffened connection.






RE: Extended Shear Tab Connection
RE: Extended Shear Tab Connection
But I am asking, if this shear tab has stiffners on top and bottom, must I design for the eccentricty to the column web, or the toe of the flange.
RE: Extended Shear Tab Connection
RE: Extended Shear Tab Connection
RE: Extended Shear Tab Connection
RE: Extended Shear Tab Connection
Old CA SE
RE: Extended Shear Tab Connection
With this type of extended tab connection, the bolts could be say 6" out from the face of the column where the horizontal stiffeners end. If the stiffeners end 7" from the column web, you have two options. Either 1, design the column for no moment and take an e of 13" in the bolts (thus assuming the pin is at the column web). Or 2, design the column for an e of 7", and the bolts for an e of 6" (thus assuming the pin is at the end of the horizontal stiffeners).
RE: Extended Shear Tab Connection
His picture shows the beam flanges prepared for welding, so I think intends a welded moment splice at this point.
RE: Extended Shear Tab Connection