Reading AS4100 5.4.2.3 it seems as though it could be taken as 1/3rd span. https://files.engineering.com/getfile.aspx?folder=fc17361b-2a47-4c1e-b5d3-f69234382706&file=Beam_effective_length.PNG
AS3600 does not seem to cater for this scenario.
Personally I do not think the bars are lapped in tension.
However there will be strut tie or flexural action (depending on geometry) between the two bars so provided that there is enough PT/reo forces will be transferred.
In practice this is...
Hi all, when you are required to design a wall using strut and tie (AS3600 11.2.1 (b) (i)), how do you check for any buckling effects?
Personally I think the strut should be checked as a column. If that is the case what length and k factor does one adopt for the column? Depending on the wall...
For context I am Australian based, I have not seen any definitive literature on this and many consultants use varying reinforcement for similar designs. I consider the following:
1. Minimum strength requirements.
2. ULS strength requirements if present.
3. Slab restraint and minimum...
