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# Steel Moment Connection for Bi-axial Bending

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## Steel Moment Connection for Bi-axial Bending

(OP)
Hi Sirs!

I want to detail a moment connection for bi-axial bending. I am looking to use the extended end-plate moment connection of AISC but I think this is only for bending in one direction? This will be used to connect a steel column above a continuous beam. If not the end-plate moment connection, what can be the other alternatives?

### RE: Steel Moment Connection for Bi-axial Bending

Can you post a sketch of what you're trying to accomplish? Might help clarify things a bit and speed up responses.

### RE: Steel Moment Connection for Bi-axial Bending

9 times out of 10 it is better to leave the column continuous in this condition, and interrupt the continuous beam.

### RE: Steel Moment Connection for Bi-axial Bending

Strong axis bending is easy, right? Just use the methods in the AISC design guides.

Now, do the weak axis bending moments occur for the same load combinations as the strong axis? If not, then it's not really bi-axial bending. You have some options:
1) Use the same yield line concepts that are the basis for the AISC design guides and develop your own formulas for weak axis.
2) Use the AISC manual (Part 9, page 9-14) for plate elements subjected to out of plane loads. Where "c" is the width of the flange, "L" is the thickness and M is half of your actual moment.

If the moments at at the same time. I'm tempted to just look at the weak axis as an "amplifier" on the strong axis moment based on the flange tension stress ratio or the bolt tension ratio.

Alternatively, you could use a direct sum of code checks or an SRSS sum of code checks from the two directions.

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