ajk1
Structural
- Apr 22, 2011
- 1,791
Anyone really experienced in design of slab on grade supporting rack post loads? If so, can you help with the following:
Is it more economical to use reinforced or unreinforced slab on grade?
Any good reference papers specifically addressing this?
If you use reinforced slab, how far apart do you place the constucution joints?
Do you use intermediate saw cuts?
What might be the typical reinforcement used?
Do you use SAFE to model it
In an unreinforced slab, where do you place the sawcuts - do you do one down the middle of the aisle where stresses are amximum?
Do you thicken the slab at edge conditions?
The post loads are about 18,000 pounds unfactored, the modulus of subgrade reaction is 100 pci. I was thinking of 30 MPa concrete (4350 psi)with a specified 28 day shrinkage not exceeding 0.035% as per CSA A23.1.
Very preliminary calculations indicate a 10" thick unreinforced slab would work. I suppose that an 8" slab with rebar with equivalent resisting moment to the plain concrete might also work.
Is it more economical to use reinforced or unreinforced slab on grade?
Any good reference papers specifically addressing this?
If you use reinforced slab, how far apart do you place the constucution joints?
Do you use intermediate saw cuts?
What might be the typical reinforcement used?
Do you use SAFE to model it
In an unreinforced slab, where do you place the sawcuts - do you do one down the middle of the aisle where stresses are amximum?
Do you thicken the slab at edge conditions?
The post loads are about 18,000 pounds unfactored, the modulus of subgrade reaction is 100 pci. I was thinking of 30 MPa concrete (4350 psi)with a specified 28 day shrinkage not exceeding 0.035% as per CSA A23.1.
Very preliminary calculations indicate a 10" thick unreinforced slab would work. I suppose that an 8" slab with rebar with equivalent resisting moment to the plain concrete might also work.
