Long cracks in top slab[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: Long cracks in top slab
- From: "Calvin Chang" <ccpe(--nospam--at)ms38.hinet.net>
- Date: Mon, 8 Jan 2001 17:21:29 +0800
I designed an underground parking structure. The structure is currently under construction. It's two storey below ground. I use RC flat plate system to increase dead weight for anti-uplift purpose. The soil is very soft with SPT number N=1~6 within the depth of 70 feet. The water level is 4 feet below ground.
The plan dimension of the underground structure is 166' x 373' (50m x 112m) without any expansion joint.
The excavation depth is 32' (9.6m).
The thickness of foundation slab is 5' (150cm).
The thickness of B1 floor slab is 1'- 8" (50cm).
The thickness of top slab is 2'- 4" (70cm).
The thickness of exterior wall is 2'- 4" (70cm).
The column spacings are 30' (9m) in both directions.
There will be 1'- 8" (50cm) backfill over the entire top slab of the underground structure.
Two weeks after the top slab concrete was placed, there were about five significant cracks in the top slab with crack width=1mm~3mm. All the five cracks are in 50m direction with length almost equal to 50m, and in the middle thirds region in 112m direction. There are no significant crack in 112m direction. The cracks are "through type", i.e., with crack depth through the entire 70cm cross section.
I am studying the cause of cracks and retrofit procedures.
Because the slabs are very thick, I emphasize on my design drawings to follow the special requirement of mass concrete, i.e., to control the temperature of concrete below 25 degree Celsius, etc. But the contractor just used ordinary concrete. I think this is a possible cause. The column spacings are equal in both directions, I assumed that the top slab stress induced by dead load and uniform live load are equal in both directions, too. The reinforcements provided in both directions are equal, too. But the five cracks are all in 50m direction. The only one explanation I guess is the top slab is not square, but rectangular with length/width ratio more than 2. When the top slab contracted, it seems to have two center of shrinkage if we consider 50m x 112m slab as two 50m x 56m slabs poured together.
Is this cause correct, or other cause?
How to retrofit the top slab?
Any thoughts are greatly appreciated.
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