Thank you KootK, this falls within the A) scenario, and it is drivable so no squash load (i like that term). I believe that this design is okay because you're judgement is similar to our understanding. Thank you all for your contributions.
Yeah currently we really don't need the concrete for any additional capacity, the 16" hollow steel section can handle the axial and flexure demands it's subjected to so as a stand alone model it should be able to handle the loads there. Thank you for that input on the commentary, if we need to...
@phamENG
I'm not considering composite action between the concrete and steel, it's a 16" steel section, 1" thick that's 80 ft long, there's no feasible construction method to weld shear bolts all along it to make it behave like a composite section.
@canwesteng
there is no reliable bond between the two, ultimately, the non-composite stiffness of the two is an average of the concrete and steel, so we brainstormed it in the office a bit more and realized that the program we're using calculates the moment magnifier based on the entire cross...
Hello, when calculating the radius of gyration (for moment magnifiers based on KL/r) for a non-composite steel and concrete circular section would you use the hollow steel section's 'r' value? If so, why? Can you provide me some code or AISC reference for this?
When researching this, Table...
