Typically railroads have their own standards.
Based on your span and height you are looking at a bridge or an aluminum arch culvert. Concrete is impractical for the spans and height typically.
For the steel plate to take load the bond must break, if the bond breaks the concrete will crack. You will already be in failure regardless of what you do.
can you post a sketch of the slab and the result of the FEM? We do bridges like this all the time with 32 Kip loads without issue and only 9.5” thick. And for that steel plate to work the concrete would have to crack likely.
So you’re saying you no cantilever than. What I am hung up on is the need isn’t there. But what you want is essentially post tensioning the concrete, can it be done sure but you’d be wasting money and the contractors time for nothing. The edge will have shear but no real significant moment, by...
But is you ld req < l available? Development length basically is the amount of bond the concrete needs for that full section to develop enough tension in the steel to yield. Also there are reduction factors based area steel excess. How long is the cantilever and what is the calculated ld?
You do bends when you don’t have enough length to develop the rebar into the concrete when transitioning from one pour to the next. Like footings that the heel or toe when the length is inadequate in length.
You have a shear force and a moment developing as you get towards fixed end. I would think shear failure would occur prior to the rebar losing bond to the concrete. Precast pretension would fail. I guess provide some evidence of why you think it would be in failure. So you are saying the end...
I don’t really see the issue, how have you calculated the development length in the cantilever? What is it vs the available length. By normal safety standards you would keep equipment away from openings to start with.
slab implies bearing on grade correct?
I assume then you are putting traffic to the slab edge, how would this relate to anything beyond the edge shear capacity of the concrete? The rebar isn’t really doing anything in this case. I don’t understand why you need to support the edge of the pour.
Your question is vague and lacks information, you are saying you need development length but that makes no sense, what calculation are you doing to get this? What is this for?
