Long Term Deflection Criteria - Wood Frame Building
Long Term Deflection Criteria - Wood Frame Building
(OP)
I am working on a project with a concrete transfer slab that is supporting the load bearing walls of a conventional wood framed five storey building. It is a residential building with gypsum walls, hardwood floors, ceramic tiles, etc.
I am trying to get some advice on the deflection criteria to be used to design the concrete slab.
In my opinion the concrete slab deflection criteria for long term total deflection should fall under L/480.
(i.e. Roof or floor construction supporting or attached to non-structural elements likely to be damaged by large deflections.)
However, I believe that some engineers use L/240 for this type of construction.
I'd just like to get some prospective on this. Is L/480 too stringent?
Thanks
I am trying to get some advice on the deflection criteria to be used to design the concrete slab.
In my opinion the concrete slab deflection criteria for long term total deflection should fall under L/480.
(i.e. Roof or floor construction supporting or attached to non-structural elements likely to be damaged by large deflections.)
However, I believe that some engineers use L/240 for this type of construction.
I'd just like to get some prospective on this. Is L/480 too stringent?
Thanks






RE: Long Term Deflection Criteria - Wood Frame Building
RE: Long Term Deflection Criteria - Wood Frame Building
RE: Long Term Deflection Criteria - Wood Frame Building
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Long Term Deflection Criteria - Wood Frame Building
I would not skimp at all - especially with a heavy, sustained load. L/600 min.