Resisting beam torsion with infill beams 2

[CDLD]

Hello,

I am designing a beam that is carrying welded HSS stubs with a lateral load and moment (causing torsion in the beam).
We intend to brace for the torsion using infill beams with simple shear tab connections.

In the attached PDF, are the stiffeners required to resist moment in Case 2 like they are in Case 1?

And if so, what would the moment on the stiffener be in Case 2?

Thanks,

 

[KootK]

As a final point (maybe), you will be checking stiffener yielding and crippling below the walls of the HSS where concentrated loads will delivered. And those checks ought to take account of the stiffener clip outs. I expect that doing all of this would obviate the need for an M/Zx style flexural check of the stiffener.

 

[BAretired]

24'k is not a huge moment, but I think it warrants connecting the flanges of the infill beams.

One infill beam should be sufficient for Case 1 and Case 2. You are using a number of HSS stubs anyway, so why not use split HSS members as stiffeners in the main beam?

The attached is a suggested detail which I believe to be preferable to the proposed detail.