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...
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.
