PROFIS ENGINEERING
Nominal Concrete Breakout Strength in Shear( V cbg) Check shear towards to the x- edge from Col 3,4.
ACI 318-19 Eq.( 17.7.2.1b)
c a1 is taken from anchor 4
V cbg = |
A Vc A Vc0 |
ψ ec, V ψ ed, V ψ c, V ψ h, V ψ parallel, V V b |
NOTE:
ACI 318 assumes V ua, col 3, 4 = V ua, x = 1000 lb
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PROFIS Engineering assumes V ua, col 3, 4 = V ua, res = 1414 lb |
A Vc =( c y + + s y, 34 + c y-)( 1.5c a1, col 34 or h concrete) ACI 318-19 Fig. R17.7.2.1 b) c a1, col 34 = 5 in 1.5c a1, col 34 = 7.5 in 3c a1, col 34 = 15 in
A Vc =( 1.5c a1, col 34 + s y34 + c a2)( 1.5c a1, col 34 or h concrete) 1.5c a1, col 34 > h concrete use h concrete to calculate A Vc A Vc =( 1.5c a1, col 34 + 4.2 in + 7 in)( h concrete) = 112.2 in 2 c a2 = c y- = 7.0 in h concrete = 6.0 in s y, 34 = 4.2 in < 3c a1, col 34 anchors 3 and 4 act as a group CASE 3 applies for the band width approach. Assume 1.0V ua, x or 1.0V ua, res acts on col 3,4( see note).
A Vc0 = 4.5( c a1, col 34) 2 = 4.5( 5 in) 2 = 112.5 in 2 ACI 318-19 Eq.( 17.7.2.1.3)
ψ ec, V =
1 1 + e ′ V
1.5c a1
= 0.976 ACI 318-19 Eq.( 17.7.2.3.1) e cV( wrt x direction) = 0.185 in 1.5c a1, col 34 = 7.5 in ψ ed, V = 0.7 + 0.3 c a2, min 1.5c a1
= 0.98
ACI 318-19 Eq.( 17.7.2.4.1b) c a2, min = 7.0 in 1.5c a1, col 34 = 7.5 in ψ c, V = 1.0 cracked concrete, no edge bars Reference ACI 318-19 17.7.2.5.1 ψ parallel, V = 1.0 shear load acts towards x- edge Reference ACI 318-19 17.7.2.1( c).
ψ h, V =
1. 5c a1 h a check: h concrete < 1.5c a1
→ ψ h, V =( 7.5 in / 6 in) 0. 5 = 1.118
ACI 318-19 Eq.( 17.7.2.6.1) c a1, col 34 = 5 in 1.5 c a1, col 34 = 7.5 in h a = h concrete = 6 in
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