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Design Thickness for Two-Way (punching) Shear Resistance in Stacked Concrete Slabs

Design Thickness for Two-Way (punching) Shear Resistance in Stacked Concrete Slabs

Design Thickness for Two-Way (punching) Shear Resistance in Stacked Concrete Slabs

(OP)
Designing a pile cap for an elevated marine wharf platform, as follows....Phase 1: Install bearing piles at 15-ft x 15-ft grid pattern, with tops extending above high tide; Phase 2: Place 3-ft thick precast reinforced concrete pile caps atop the piles; Phase 3: Place 2-ft thick precast reinforced concrete deck panels atop the pile caps. The live load on top of the precast deck panels will be 1,000 PSF. Question: When checking the two-way shear resistance at the pile cap locations, should I use only the thickness of the pile cap, or may I use the combined "stacked" thickness of the pile cap and deck panels (even though they are not compositely connected)? This is a hypothetical scenario where the pile cap and deck panels cannot be compositely connected for reasons beyond this forum. Is there a provision in ACI that addresses this scenario? Thank you.

RE: Design Thickness for Two-Way (punching) Shear Resistance in Stacked Concrete Slabs

A drawing would be useful, but I would suggest pile cap depth only, if it actually looks like what I am imagining.

RE: Design Thickness for Two-Way (punching) Shear Resistance in Stacked Concrete Slabs

(OP)
Thank you rapt. I concur. I haven't seen any reference in ACI or PCI regarding this common construction concept.

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