Hello everyone, I have a question about the design checks AISC has presented for the extended shear plate configuration.
Design Check #5 requires you to check for buckling using the double-coped beam procedure as opposed to the bracket procedure.
The calculation of lambda requires a ratio of beam depth vs cope length. Am I correct in assuming that my cope length would be the distance from my support to the first line of bolts?
In addition, #6 states that the beam must be braced at points of support but immediately after, we are provided an equation to check if stabilizer plates are required.
If I can justify using Thornton and Fortneys equation that any lateral displacement of my beam will be resisted by the plate+beam torsional strength without a stabilizer plate, am I still required to brace my beam's compression flange directly at the support?
Design Check #5 requires you to check for buckling using the double-coped beam procedure as opposed to the bracket procedure.
The calculation of lambda requires a ratio of beam depth vs cope length. Am I correct in assuming that my cope length would be the distance from my support to the first line of bolts?
In addition, #6 states that the beam must be braced at points of support but immediately after, we are provided an equation to check if stabilizer plates are required.
If I can justify using Thornton and Fortneys equation that any lateral displacement of my beam will be resisted by the plate+beam torsional strength without a stabilizer plate, am I still required to brace my beam's compression flange directly at the support?
