Steel Composite Deck Construction

[GalileoG]

1. Dowels will be used to connect the concrete topping to the shear walls, but how is the metal deck usually supported at this interface? Do you specify an angle hilti'ed to the concrete shear wall to pick up the deck?

2. I am designing the supporting steel as non-composite. With nominal puddle welding, can I assume that the metal deck + concrete topping will brace the top flange of the steel beams regardless of deck direction?

3. At what point will I need to camber the supporting steel beams? What is a good rule of thumb to use here? My spans are approximately 8 metres or so. The uncambered beams meet deflection requirements - would I still need to camber? Would I camber the dead load deflection only?

4. Where I have a perimeter column with beams spanning from two sides (in the same direction) and a concrete deck on one side, can I assume that the column is braced in the two orthogonal directions or would I need to provide horizontal back bracing at these locations?

5. I have a 2 metre wide composite floor slab supported on steel beams that cantilever every 2 metres from the concrete shear walls - I usually don't like to cantilever steel using embedded plates, etc. Any suggestions or cause for concern here?

Thanks!

 

[msquared48]

1. Or an embedded plate in the top of the wall if the concrete does not continue above the deck.

2. I wouldn't. For the girders where the deck is parallel, I would use the purlin spacing fro the unsupported length.

3.

Mike McCann
MMC Engineering

 

[paddingtongreen]

3. At 8 metres, I would not consider cambering, I'm not sure you can effectively camber a beam that short.

Michael.
"Science adjusts its views based on what's observed. Faith is the denial of observation so that belief can be preserved." ~ Tim Minchin