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# 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?

### RE: AS4100 web area Aw for rolled and welded I beams

What is the difference between a plate web girder and WB? Is it the plate girder is larger than 1200mm deep.

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

(OP)
My assumption is that rolled sections have a homogenous connection between flange and web so Aw is calculated based on the full depth. A plate web girder is where an I beam is made up of separate flange web components and welded together. Conservatively, the web and flange junction is not homogeneous and therefore Aw is based on distance between flanges. BUT for OneSteel produced welded beams, the controlled welding process essentially produces a homogenous connection between flange and web hence Aw can be based on full depth.

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