Perimeter Beams Panel Load
Perimeter Beams Panel Load
(OP)
Hi
For the perimeter beams design in PT slab, what is the slab panel width that those beams should take. In here standard practice is to take 1 or 2 m of slab panel load. In Singapore code it is stated that if marginal beams' depth is 1.5 times greater than the slab thickness, one quarter of the panel load need to be considered. If so is it double taking the loadings as we already considered the full panel load in slab design? I understand that the beams will still attract the panel loads because of its stiffness.
Thanks
For the perimeter beams design in PT slab, what is the slab panel width that those beams should take. In here standard practice is to take 1 or 2 m of slab panel load. In Singapore code it is stated that if marginal beams' depth is 1.5 times greater than the slab thickness, one quarter of the panel load need to be considered. If so is it double taking the loadings as we already considered the full panel load in slab design? I understand that the beams will still attract the panel loads because of its stiffness.
Is it possible not to double take the loading?
Thanks






RE: Perimeter Beams Panel Load
BA
RE: Perimeter Beams Panel Load
But how to adjust the reinforcement? Reduce the reinforcement that joining slab and beam?
RE: Perimeter Beams Panel Load
I assume you are talking about perimeter beams parallel to the spanning direction of a one way slab!
With a significant beam/slab depth ratio, the slab bottom reinforcement within about 1-2m of the beam (within the effective flange width) will not actually increase in tension due to bending as the T beam will be effective in this width.
So the T beam needs to be designed for the load it will attract. 25% is probably a good approximation of this for a square grid of columns (about the amount that an edge beam in a 2way edge supported slab would attract)!
Normally the slab reinforcement is extended full width for simplicity.
RE: Perimeter Beams Panel Load
I am clear now. So perimeter RC beams will be designed with 25% of transverse panel load. What about PT slab parallel to those beams still need to take full panel load? Can I reduce the strands and reinforcement inside those beams effective flange? Anyway not to double take the loading?
What about two-way. Is it the same concept?
RE: Perimeter Beams Panel Load
Is up-stand perimeter beam an solution?
Thanks