AS4100 web area Aw for rolled and welded I beams
AS4100 web area Aw for rolled and welded I beams
(OP)
There appears to be no clear specification on what depth to use for calculation of Aw in 5.11.4
Limsteel program (University of Sydney) uses full depth for hot rolled UB and welded WB beams (WB beams being the welded beams from One Steel) and depth between flanges for plate web girders
ASI design capacity tables use full depth for hot rolled sections and depth between flanges for the welded WB sections
So what depth should be used for One Steel welded WB beams?
Limsteel program (University of Sydney) uses full depth for hot rolled UB and welded WB beams (WB beams being the welded beams from One Steel) and depth between flanges for plate web girders
ASI design capacity tables use full depth for hot rolled sections and depth between flanges for the welded WB sections
So what depth should be used for One Steel welded WB beams?





RE: AS4100 web area Aw for rolled and welded I beams
I believe that the 0.6*fy*Aw is a simplication of the V*Q/(I*t) shear stresses of an I-beam section which theoretically diminish away rather significantly when you reach the flange.
I would probably use the depth between flanges when designing a fabricated plate web girder which doesn't come out of the onesteel workshop.
I'm sure the guys at USyd probably had good reason for programming it that way.
RE: AS4100 web area Aw for rolled and welded I beams