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.
...it actually correlated quite well with the contour plot of ram.
Watch the long term loads or "sustained" loads. Most of ram will default as 0.6*LL whereas AS3600 requires 0.4*LL for most occupancy's.
I also ditch the 30 days initial service which uses DL+LL or DL+0.7*LL (I forgot which one)...
...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 5MPa. Please see the attached...
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...
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.
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.
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...
