bracing gusset plate design, for compression 1

[N Andersen]

CISC Technical Memoradum No. 5 (2002) notes that designing gusset plates for axial compression only greatly overestimates the capacity of the plate, as eccentricity is negleced.

I would think that a moment = force * 1/2 plate thk. in the weak direction would need to be considered.

Is there a current design method or guide available anywhere?

 

[rowingengineer]

this is where we got to in strutural forum,
thread507-247873

This is the NZ code, but the basic logic is that the bending length is increase due to the fact taht the connection causes hte braces to act as a sway frame. The design is then treated as a column buckling.

Arguing with an engineer is like wrestling with a pig in mud. After a while you realize that they like it

 

[hokie66]

nda,

The eccentricity is the sum of 1/2 each plate thickness. I think most of us are now providing stiffeners for these connections.

 

[rowingengineer]

hokie,
Do you provide stiffeners to one side of the joint or both. I haven't been using stiffeners until the load gets large, and then only on one side of the joint.

Arguing with an engineer is like wrestling with a pig in mud. After a while you realize that they like it

 

[hokie66]

In most normal bracing situations, a stiffener on one side should do the job, unless the connections gets quite long.

 

[Ron]

When I have a need for gussets it is usually for reversal loads (wind), so I make them symetric.

 

[ishvaaag]

http://www.seaonc.org/pdfs/Gusset_Plate8-05.pdf