PROFIS ENGINEERING
Nominal Concrete Breakout Strength in Shear( V cbg) Check shear towards to the y- edge from Row 5,6. c a1 is taken from anchor 5
ACI 318-19 Eq.( 17.7.2.1b)
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, row 5, 6 = V ua, y = 1000 lb
|
|
|
|
PROFIS Engineering assumes V ua, row 5, 6 = V ua, res = 1414 lb |
A Vc =( c x- + s x, 56 + c x +)( 1.5c a1, row 56 or h concrete) CI 318-19 Fig. R17.7.2.1 b) c a1, row 56 = 3.2 in 1.5c a1, row 56 = 4.8 in 3c a1, row 56 = 9.6 in
A Vc =( 1.5c a1, row 56 + s x56 + 1.5c a1, row 56)( 1.5c a1, row 56) 1.5c a1, row 56 < h concrete use 1.5c a1, row 56 to calculate A Vc A Vc =( 4.8 in + 5.2 in + 4.8 in)( 4.8 in) = 71.04 in 2 c a2 = c x- = 8.8 in c a2 > 1.5c a1, row 56 h concrete = 6.0 in s y, 56 = 5.2 in < 3c a1, row 56 anchors 5 and 6 act as a group CASE 3 applies for the band width approach. Assume 1.0V ua, y or 1.0V ua, res acts on row 5,6( see note).
A Vc0 = 4.5( c a1, row 56) 2 = 4.5( 3.2 in) 2 = 46.08 in 2 ACI 318-19 Eq.( 17.7.2.1.3)
ψ ec, V =
1 1 + e ′ V
1.5c a1
= 0.963 ACI 318-19 Eq.( 17.7.2.3.1) e cV( wrt y direction) = 0.185 in 1.5c a1, row 56 = 4.8 in ψ ed, V = 0.7 + 0.3 c a2, min 1.5c a1
= 1.0
ACI 318-19 Eq.( 17.7.2.4.1b) c a2, min = 8.8 in c a2, min > 1.5c a1, row 56 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, row 56
ACI 318-19 Eq.( 17.7.2.6.1) c a1, row 56 = 3.2 in 1.5 c a1, row 56 = 4.8 in h a = h concrete
→ ψ h, V = 1.0
= 6 in
October 2025 158