JoelTXCive
Civil/Environmental
- Jul 24, 2016
- 933
I have a question about the PTI Design Method for stiffened slabs on ground (3rd Edition w/ 2008 Supplement).
We do not do post tensioned slabs in our office, but I have heard numerous people say they use the PTI method to calculate design moments and shears. Then they just come up with a conventional reinforcing scheme versus cables. I was hoping to do the same.
Section 4.5.4.1 states that a 40psf uniform live load is assumed over the foundation plus 65psf dead load from an assumed 4in slab.
My question is: What if you want a higher uniform live load such as 100psf for a 1st floor corridor? Or a thicker slab? I’m not seeing how that would get incorporated into any of the design formulas. Only the perimeter loading value can be adjusted.
Thank you.
We do not do post tensioned slabs in our office, but I have heard numerous people say they use the PTI method to calculate design moments and shears. Then they just come up with a conventional reinforcing scheme versus cables. I was hoping to do the same.
Section 4.5.4.1 states that a 40psf uniform live load is assumed over the foundation plus 65psf dead load from an assumed 4in slab.
My question is: What if you want a higher uniform live load such as 100psf for a 1st floor corridor? Or a thicker slab? I’m not seeing how that would get incorporated into any of the design formulas. Only the perimeter loading value can be adjusted.
Thank you.
