EFM for concrete waffle slabs
EFM for concrete waffle slabs
(OP)
I am currently doing a lateral analysis for an existing structure that uses a two-way waffle slab system with drop panels over the columns. It appears to be the only lateral force resisting system for the building which is about 50-yrs old. I do have drawings that show reinforcing and member sizes.
My question is how do you model the waffle slab as a slab-beam member using equal. frame?
Do you use the total I for the whole slab width or something else?
Should I have two different I's for the slab beam one in the drop panel area and one in the waffle area?
The waffle joists are 3'-0" c/c E.W. they are 6"x14" with 2 #5 bottom and stirrups at 6" c/c. The slab is 4" deep. It use a CRSI Dome system which i am not familiar with.
The columns are 16x16 with 8#9 and spaced at 27' c/c E.W. Just a big box. Seismic is not an issue only wind.
Any help would be great.
My question is how do you model the waffle slab as a slab-beam member using equal. frame?
Do you use the total I for the whole slab width or something else?
Should I have two different I's for the slab beam one in the drop panel area and one in the waffle area?
The waffle joists are 3'-0" c/c E.W. they are 6"x14" with 2 #5 bottom and stirrups at 6" c/c. The slab is 4" deep. It use a CRSI Dome system which i am not familiar with.
The columns are 16x16 with 8#9 and spaced at 27' c/c E.W. Just a big box. Seismic is not an issue only wind.
Any help would be great.






RE: EFM for concrete waffle slabs
RE: EFM for concrete waffle slabs
2 different inertias, like a flat slab with drop panels, except in this case you flat slab is a T section.
RE: EFM for concrete waffle slabs
the joists are 3' c/c which is much closer than my strip width. Do I use a waffle type section for when I calculate inertias?
RE: EFM for concrete waffle slabs
I think the 16" columns will be the controlling factor.