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Now that I think about it, for the incremental deflection would you need to check 1. short term Q (given Ψs>Ψl) 2. Creep + long term Q (given that creep + ΨlQ may be > ΨsQ) Both of which would have to achieve span/500?

I did not think to refer to AS3600 but yes table 2.3.3 is a great table for this so thank you very much I appreciate it. Just to make sure I am not making any mistakes. Would the incremental deflection load combination generally just be creep + long term live load?

Thanks for your response. Do you have any documentation regarding brittle floor finishes like tiled floors? Thanks.

Hey guys, Guidance for deflection limits seems to be extremely scarce, even when considering the suggested deflection limits provided in AS1170-2020 Appendix C. Also, when comparing limits and load combinations adopted by manufactures, they seem to be contradictory even with things that you...

Does anyone have any decent summarised capacity tables for a standard steel post, concrete sleeper cantilever retaining wall. I am comparing some the results I am getting using a design module on the clearcalcs software to some older (2018) span tables and for a retaining wall with specs 2m...

Hey guys what are the key considerations for designing a stair tread which is supported by a single hollow section central stringer. -Do you design the tread as a cantilever that is fixed to the stringer? -What loads, load combinations and deflection limits are to be considered? -Is 2.7kn...

Hey guys, Thank you very much for all this great information. StevynvW, sorry for my lack of understanding but by buckling analysis, can you please confirm what part of the code you are referring to? 5.6.4/Appendix H? 4.6? Appreciate the help.

Hey Retro, Thanks for sending that through, although I haven't had a chance to look at it properly it looks to be a good document. I welcome any additional documents/comments anyone else might have, the more info the better. Appreciate the help guys.

Hey SteynvW, thanks for the response. Do you know of any worked calculations online that I could have a look at to go through the specifics in a bit more detail?

Can a flat plate beam be designed using as4100? If so, say if we have a 200mmx10mm plate bending about its major axis, what values for d1 (clear depth between flanges), tf (thickness of critical flange) & tw (thickness of web) would you adopt for use in table 5.6.3 (A) twist restraint factor?