Composite slab
Composite slab
(OP)
Assume you are checking the design of an already erected steel floor (without pouring the concrete), and only one bay of the secondary beams failed , can i use a composite floor system and add studs only on the failed members ...?
ôIf you don't build your dream someone will hire you to help build theirs.ö
Tony A. Gaskins Jr.
ôIf you don't build your dream someone will hire you to help build theirs.ö
Tony A. Gaskins Jr.






RE: Composite slab
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: Composite slab
a follow up question, we took a test material and sent to the lab and the elongation value is 40% is there any thing we could do to remedy this horrible situation.
ôIf you don't build your dream someone will hire you to help build theirs.ö
Tony A. Gaskins Jr.
RE: Composite slab
I don't quite understand the elongation issue. Can you expand upon that?
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: Composite slab
i think the code permits an elongation value up to 23 .. !!
ôIf you don't build your dream someone will hire you to help build theirs.ö
Tony A. Gaskins Jr.
RE: Composite slab
I agree with Koot that you should reinforce the steel section. I suggest this as opposed to studs because "composite" beam design is often controlled by wet-weight deflection (bare steel resisting freshly poured concrete weight). An undersized beam will probably deflect such that it will need plenty of extra concrete poured to make the slab surface flat. If you have headroom, add WT shapes by welding the end of the stem to the underside of the bottom flange of undersized beams. If no headroom, use a bottom flange cover plate and top flange angles as needed.
RE: Composite slab
I only ask because years ago I worked with someone who had his drawings checked and the reviewer told him he found a beam that was overstressed. The reviewer had performed his own calculations and concluded that a beam was over by .003%. My friend complimented him on finding it and suggested he show his findings to his boss, which, presumably he did. My friend never heard back from him.
Like calvin&hobbs, I'm not sure what the elongation test refers to unless it's a tensile test of a coupon taken from the beam.