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Continuity and doubler plates

Continuity and doubler plates

Continuity and doubler plates

Hello Everyone:

Are the continuity plates and doubler plate should be checked by the couple being produced by the Plastic Moment at the beam, or the moment at the face of the column due to the load (Shear and moment diagram).
I am confused, I thought I was the plastic moment, but I saw someone using the Moment from the S&M Diagram. Thanks in advance for your help.

RE: Continuity and doubler plates

What code are you designing to? If AISC 341, are you designing an ordinary, intermediate, or special moment frame?

RE: Continuity and doubler plates


RE: Continuity and doubler plates

For OMF, only the beam-column connections need to be designed for the expected strength of the beam / maximum force that the system can deliver. Everything else, including the panel zones, are designed per AISC 360 using code load combinations. The intent is encourage a ductile limit state such as beam yielding or panel zone yielding to occur prior to connection failure.

RE: Continuity and doubler plates

AISC 341-10 section E1.6 has the requirements for connections.

"continuity plates should be provided as required by Sections J10.1, J10.2 and J10.3 of the Specification. The bending moment used to check for continuity plates should be the same bending moment used to design the beam-to-column connection; in other words, either 1.1RyMp (LRFD) or (1.1/1.5)RyMp (ASD) or the maximum moment that can be transferred to the connection by the system."

RE: Continuity and doubler plates

So what you are saying is that shear and moment connections should be designed by plastic moment and everything else just for the loading happening at the frame?

RE: Continuity and doubler plates

sandman is correct that continuity plates are designed for the same forces as the beam-column connection, but this is not required for panel zone shear design. For that, use code loads.

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