Working on a project that uses special concentric braced frames, and trying to figure out a way to avoid putting a lateral brace at a beam that has chevron bracing coming into it. The provisions require that a brace be provided at a minimum where the braces intersect the beam, unless the beam has sufficient out-of-plane stiffness and strength to not need it. There is a user note that explains how to demonstrate whether the beam has the sufficient out-of-plane stiffness to not need bracing. It states to apply the bracing force defined in Appendix 6 of the steel code to each flange and create a couple. Then the stiffness of the beam with this torsional load and the flexural load should be sufficient to satisfy Equation A-6-8 in the code, which applies to nodal bracing. Not sure why it would be applied as a torsional load and that compare to equation that is looking at the flexural stiffness of the beam. Anyone have some guidance it would be much appreciated.