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bracing gusset plate design, for compression

bracing gusset plate design, for compression

(OP)
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?

RE: bracing gusset plate design, for compression

this is where we got to in strutural forum,
thread507-247873: eccentrically connected cleats

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

RE: bracing gusset plate design, for compression

nda,

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

RE: bracing gusset plate design, for compression

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

RE: bracing gusset plate design, for compression

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

RE: bracing gusset plate design, for compression

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

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