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If detailed correctly, the moment from the point load at the cantilever can by taken out by a couple in the two beams below beam A, i.e. no torsion required in beam B.

Critical to your question is what is happening past your extent lines.

Determining the section capacity of the fin plate (local buckling) should be straight forward by following Cl. 5.2 of AS4100. As a starting point for member buckling I'd follow Cl. 5.6.2 for a segment unrestrained at one end and use the equations for a constant open section to determine the...

Awesome, thanks for your help with this, much appreciated!

Yes would love to avoid that CCCCC node haha, but there was one little bit of information I left out that means I need the two struts as shown. The wall turns the corner (by about 30 degrees) at nodes 4 and 5 (see attached 3D model). I'm taking out the out-of-plane forces in the slab diaphragms...

Hi KootK, Thanks for your help, for some reason it took posting this to realise that one of the forces I was using was incorrect [sleeping2]! Nevertheless, here are some answers to your questions: 1) See attached screenshot of the strut and tie model - basically a cantilever wall. 2) I've...

Hi All, I'm doing a quick strut and tie analysis and ran into an issue with the numbers that I can't seem to get my head around. See attached rough hand calcs. I'm working out the stresses at a non-hydrostatic node, in my first trial I have a support width of 282.3 mm. I work out the...

This is true, almost all the hot-rolled sections here are compact or non-compact. My particular example involves sizing the web thickness of a cantilevered tee-section which is being governed by deflection. The architect is after a web as small as possible and I was hoping to get some insight...

I would've thought that the mechanism relating to a reduction of stiffness was the local buckling of the slender elements, which wouldn't show up in any kind of static analysis?

Hi all, I was wondering if anyone was aware of any reference to the effective stiffness of a slender steel section in AS4100. AS4100 covers element slenderness for capacity calculations, but I cannot seem to find any reference to the effective stiffness to use when calculating deflections...

Hi all, I've been asked to review my firm's current engineering software and recommend any potential new software for purchase. We are based in Sydney, Australia and mainly work on higher end residential and the odd low-rise multi-res amongst other odds and ends. We currently run SPACEGASS...