Hi All,
I have to design for shear friction to transfer base shear forces from "collector grade beams" (at the base of lateral frames), back into my slab on grade.
The beams are not imbedded into the slab - the slab sits on the beams, so to me, this is an issue of shear friction. The problem is that the Architects want to run waterproofing on top of my grade beams and pile caps, so I can't count on the coefficient of friction "Miu" or lambda, as per ACI318-08 Sect. 11.6.4 (11.6.4.3) or ACI318-14 Sect. 22.9 (Table 22.9.4.2). It seems I'll have to work with the shear capacity of steel rebar alone. What's your opinion: Would you use 0.4fy for the shear capacity of rebar crossing the shear plane? Or suggest another method to use?
Thanks in advance!
I have to design for shear friction to transfer base shear forces from "collector grade beams" (at the base of lateral frames), back into my slab on grade.
The beams are not imbedded into the slab - the slab sits on the beams, so to me, this is an issue of shear friction. The problem is that the Architects want to run waterproofing on top of my grade beams and pile caps, so I can't count on the coefficient of friction "Miu" or lambda, as per ACI318-08 Sect. 11.6.4 (11.6.4.3) or ACI318-14 Sect. 22.9 (Table 22.9.4.2). It seems I'll have to work with the shear capacity of steel rebar alone. What's your opinion: Would you use 0.4fy for the shear capacity of rebar crossing the shear plane? Or suggest another method to use?
Thanks in advance!