You’re right Agent666. A further sketch would have helped tremendously. I’ve been unexpectedly off line since shortly after making original post and hence have only recently viewed your reply. Thanks for input. I’ve attached the connection detail this time. It’s simple but overlooked in the...
Like arefinmahadi, I too would like to know where the ‘1/2’ term comes from for extended unstiffened end plates. For what it’s worth, I’ve attached my attempt at the derivation for ‘Y’ as per AISC DG16 T4-2. I manage to get everything except the ‘1/2’ term. My only guess is that the ‘1/2’ term...
I'm just seeking clarification on the correct approach to designing a bolted end plate for rafter to column. I have access to the Australian Steel Institutes design guide 12 (Rigid connections) which details the Yield line analysis for open section connections where bolting is available on each...
I think I'll run with the truss analogy for now. I'm not too concerned with over designing (from a potentially slightly conservative analysis) considering the relatively insignificant increase in cost that may occur. I'd rather be comfortable knowing that it has actually been designed. It...
Thanks for responses.
handoflion - Reference buckling moment seems to be fairly straight forward. Iw = 0 agreed. It's actually the effective section modulus that stumps me. I assume i'm dealing with a 'slender section' but Ze still requires input of slenderness limits that don't seem...
Would anyone be able to shed any light on how to best determine member moment capacity for plates being bent such that the narrow edges of plate are the extreme fibres? i.e imagine where a beam consists of the web only of a universal beam/col when bent about major axis without any flanges...
