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It seems like you have it right. Keep the vertical and horizontal for ease of placement and with the inclination of the strut will essentially behaviour like longitudinal reinforcement.

The piles are generally arranged in a triangle and the reinforcement is laid in a triangular shape, with 1 layer joggled so the bars can be placed. Sometimes I have seen the 3rd layer detailed with a crank so the 3 layers can fit.

Good advice Trenno. I typically use a restrain factor of 20%, default shrinkage strain and ECR of 2.9. I find that the contour plots give a good correlation with the concrete behaviour. I had a slab I designed recently completely surveyed along top of slab and soffit cause they thought the...

I don't like the all or nothing approach of the special confinement requirements in AS3600. I agree with the no special requirements under fc=50MPa and a confinement of 0.1*fc above 0.75*phi*Nuo. But I think it should have an intermediate confinement requirement between these two values of...

Language. Yeah it doesn't and I set it to zero. I think it would be helpful for transfer beams.

And attached is the pdf output. It's good to have a discussion on longitudinal shear. I always run into trouble with transfer slabs and beams. The shear reo required for longitudinal shear in biscuit poured slabs always comes out higher than the beam/slab shear...

Okay, try this one.http://files.engineering.com/getfile.aspx?folder=81fa6b5b-1473-4efa-bd4e-ae788f6792cf&file=Longitudinal_Shear.xlsx

Hey Trenno, how's things going going? I actually came in with a lower capacity. https://www.dropbox.com/s/r37phrtxk99yubw/Longitudinal_Shear.xlsx?dl=0

Fantastic Trenno.

Development length of reo should be the same whether the slab is prestressed or not.

It's not much help but I thought that AS3600 could be a bit more informative with the design of walls

QR (qld) can be difficult with this. We were building over a train line and they wanted it to be designed for an upward load of 2,500kN 5.0m above the train lines. This was on a rural track with speeds between 25-80kph.

Cheers mate. I have had some funny experiences with that torsion design as well, particularly for internal band beams. I use the wood-armer, then audit the first cross-section in the design strip away from the support and it throws in heaps of extra reo.

How did you go?

Yup. The load will redistribute and go where it's been detailed to go. If it's an insitu banded slab you could set your torsional stiffness to zero and the structure would still be stable with correctly detailed ligs and slabs.

It doesn't, the slab will rectify any compatibility that internal beam needs.

I don't reckon so. If you perform a 3d response spectrum analysis it consider's the global response of the building and when assessing your "orthogonal" directions you will get some perpendicular interaction. I don't see a need to further combine the two.

It's a difficult job to do with consolidation, pouring and vibrating all/most of the columns you can in 1 day and the finish of the joint if exposed. If I had to put a number on it I would say 5mm (1/4"), cause this seems to be a minimum acceptance for most tolerance where flatwork is involved...

Someone tried to author an in-house manual once. I never really went thru this to see what they suggest and I would be careful with using what is suggested. Have a read and see if it helps...

I have always used default values and never really thought too much about it. I guess that's not very helpful.