PROFIS ENGINEERING
Nominal Concrete Breakout Strength in Shear( V cbg) Check shear towards to the y- edge from Row 1,2.
CASE 3 c a1 is taken from anchor 1 and V ua, row 1, 2 = 1.0V ua, y 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 |
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NOTE:
ACI 318 assumes V ua, row 1, 2 = V ua, y = 2000 lb
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PROFIS Engineering assumes V ua, row 1, 2 = V ua, res = 3606 lb |
A Vc =( c x- + s x, 12 + c x +)( 1.5c a1, row 12 or h concrete) ACI 318-19 Fig. R17.7.2.1 b) c a1, row 12 = 6 in 1.5c a1, row 12 = 9 in 3c a1, row 12 = 18 in
A Vc =( 1.5c a1 row 12 + s x12 + 1.5c a1 row 12)( h concrete) 1.5c a1, row 12 > h concrete use h concrete to calculate A Vc A Vc =( 9 in + 7.8 in + 9 in)( h concrete) = 154.8 in 2 c a2 = c x- = 10.0 in h concrete = 6.0 in s x, 12 = 7.8 in < 3c a1, col 12 anchors 1 and 2 act as a group CASE 3 applies for the band width approach. Assume 1.0V ua, y or 1.0V ua acts on row 1,2( see note).
A Vc0 = 4.5( c a1, row 12) 2 = 4.5( 6 in) 2 = 162 in 2 ACI 318-19 Eq.( 17.7.2.1.3)
ψ ec, V =
1 1 + e ′ V
1.5c a1
= 0.981 ACI 318-19 Eq.( 17.7.2.3.1) e cV. x = 0.171 in 1.5c a1, row 12 = 9 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 = 1.5c a1, row 12 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 =( 9 in / 6 in) 0. 5 = 1.23
ACI 318-19 Eq.( 17.7.2.6.1) c a1, row 12 = 6 in 1.5 c a1, row 12 = 9 in h a = h concrete = 6 in
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