Braced Frames (Structural Steel) - Staggered Bolted/Bolted WF Beam To WF Column Web Connection

[cfc]

I'm working on a traditional structural steel braced frame connection with a WF beam bolted/bolted with clip angles to the web of a WF column. Also included is a HSS shape diagonal welded to a gusset PL that has it's horizontal edge welded to the beam's bottom flange and the plate's vertical edge bolted/bolted with clip angles to the column's web. The intersection of the lines of force for the beam, column and diagonal results in the typical W.P. location in the column's web.

In this situation, can the beam's bolts be staggered (respective to each leg of the clip angle)? The support leg would go "up" one bolt row while the supported leg would go "down" one bolt row. So no impact (additional forces) to the W.P.?

Thanks in advance for any responses.

Charlie Canitz, PE

 

[r13]

Draw force diagram to show how the component forces from the brace are passed to the column.

 

[KootK]

So no impact (additional forces) to the W.P.?

No appreciable impact I'd say:

1) The line of action of the bolt shear remains unchanged.

2) The center of possible bolt tension remains unchanged.

I'm curious, what's driving the stagger? Fit up issues?

 

[cfc]

KootK -
Correct. The fabricator/erector has requested the staggered scenario for all beam to column web connections for ease of erection. I wasn't concerned with the connections not part of the braced frames but was wondering if the BF staggering would introduce eccentric forces at the WP.

Thanks