Joints in elevated concrete slab on form deck
Joints in elevated concrete slab on form deck
(OP)
We have an elevated concrete slab on form deck in a large industrial building. How often do you space the control joints? How often do you space the expansion joints? Where do you locate the control and expansion joints? I imagine that the location of the joints will differ with the orientation of the infill beams. Will the spacing and location of the control joints be the same as a composite slab (beams, concrete with studs)?






RE: Joints in elevated concrete slab on form deck
RE: Joints in elevated concrete slab on form deck
RE: Joints in elevated concrete slab on form deck
I would place expansion joints in the 200 to 250 foot range. Closer, if in an unheated or in a non-(air)conditioned building.
RE: Joints in elevated concrete slab on form deck
RE: Joints in elevated concrete slab on form deck
RE: Joints in elevated concrete slab on form deck
I am trying to get the customer to use composite steel deck because the deck will not be subject to corrosion. This will eliminate the bottom flexural steel. Steel composite deck manufacturers put recommendations for T&S steel, usually very lighter gage WWF. I was always concerned about the negative flexural cracking over beams and girders. I don't believe the lighter gage WWF is adequate to prevent wide flexural cracks. What has your experience been using composite deck? What do you do when using composite deck? Do you place rebar over the beams and girders to keep the negative flexural cracks tight or do you use a heavier gage WWF?
Does anyone know of a good design guide or rule of thumb for designing T&S steel on elevated metal deck? I have a ton of literature for slab-on-grade but nothing for metal deck.
RE: Joints in elevated concrete slab on form deck
T&S steel: Here in aus 0.6% of the cross-sectional area (using the cover concrete thickness 6.5") is considered 'strong' crack control.