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...
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...
