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Slab shear in hollow-core topping slab[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "seaint" <seaint(--nospam--at)seaint.org>
- Subject: Slab shear in hollow-core topping slab
- From: "Rod Schenk" <rs(--nospam--at)pacificdesignbuild.com>
- Date: Thu, 7 Jan 1999 15:42:36 -0800
I am designing a pier with 12" hollow core pre-caste slabs spanning from pile cap to pile cap. The governing horizontal shear is from the seismic load from the DL of the hollow core slabs and 2 1/2" topping slab. The shear load at the reactions is only 28 Factored Kips for a slab which is 22'-0" deep. (Slab span = 28"-0") Using only the topping slab (as diaphragm) and solving for thetaVc the factored load is less than half therefor not requiring any shear reinforcing according to ACI 184.108.40.206 if this section of ACI is even applicable. The topping slab has wwf 6X6X4.0X4.0 which is the equivalent of #4 @ 18" oc ew. One friend suggested increasing the topping slab to 3 1/2" and putting in #4 @ 18" oc min. I think this is a little excessive, especially when you consider that the hollow-core slabs are spanning the distance and can transfer their own inertial forces to the pile caps. Any comments and suggestions would be greatly appreciated. Thank in advance!
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