semi-rigid diaphragm.

A

abaci09

New Member
In the project I am doing, I used 45/70 beams in a structure that is approximately 9m from axle to axle. I analyzed the deflection condition in normal slab floors and beams with the option always check. It gave deflection and max offset error in some beams. The system did not give deflection and offset errors in semi-rigid analysis. Which is the right approach.
 
"abaci09":lils72b3" said:
In the project I am working on, I used 45/70 beams in a structure that is approximately 9m from axle to axle. I analyzed the deflection condition of normal slab floors and beams with the option Always check deflection. .system did not show deflection and offset errors in semi-rigid analysis.Which is the right approach.
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In fully rigid diaphragm option, beams are considered as plated section and all horizontal loads are transferred over beams, ignoring slabs.In semi-rigid diaphragm, beams are rectangular section and slabs as shell elements are included in the calculation and the horizontal loads transferred by the slabs are taken into account. This is the theory.
 
A semi-rigid diaphragm is a much more realistic solution. Because the solution slabs made with the assumption of a rigid diaphragm assume that there is no column, and the three columns are connected to each other.
 
Thank you very much for the answer. they may not work in a way to form a rigid diaphragm (buildings with uneven geometry, with many floor spaces etc.) But semi-rigid diaphragm is not an acceptance, it is a calculation. Therefore, it produces more accurate results.
 
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