PROFIS ENGINEERING
V b = 7 l e d a
0.2 d a λ a f ′ c c a1
1.5 ACI 318-19 Eq.( 17.7.2.2.1a) l e = MIN h e f | 8d a
= 7.0 in h ef = 12.0 in
d a = 0.875 in
normal weight concrete: λ = 1.0 → λ a = 1.0 ACI 318-19 Table 17.2.4.1
V b = [( 7)( 7.0 in / 0.875 in) 0. 2( 0.875 in) 0. 5 ]( 1.0)( 4500 psi) 0. 5( 22.0 in) 1. 5
= 68,701 lb V b = 9λ a f ′ c c a1
1.5 f’ c = 4500 psi
ACI 318-19 Eq.( 17.7.2.2.1b)
c a1, row 3 = 22.0 in
8d a = 7.0 in CONTROLS
V cbg =
V b =( 9)( 1.0)( 4500 psi) 0. 5( 22.0 in) 1. 5 = 62,299 lb check: design V b = MIN { 68,701 lb; 62,299 lb }
A Vc A Vc0
= 62,299 lb
ψ ec, V ψ ed, V ψ c, V ψ h, V ψ parallel, V V b
V cbg, row 2 =( 1395 in 2 / 2178 in 2)( 1.0)( 1.0)( 1.2)( 1.48)( 1.0)( 62,299 lb)
= 70,866 lb
Nominal Concrete Pryout Strength in Shear( V cpg)
f’ c = 4500 psi |
c a1, row 3 = 22.0 in |
ACI 318-19 17.7.2.2 |
A Vc = 1395 in 2 |
A Vc0 = 2178 in 2 |
ψ ec, V = 1.0 |
ψ ed, V = 1.0 |
ψ c, V = 1.2 |
ψ h, V = 1.48 |
ψ parallel, V = 1.0 |
V b = 62,299 lb |
reference p. 75 tension concrete breakout calculations: |
There are 16 anchors in tension and 16 anchors in shear → calculate V cpg using N cbg or N ag for 16 anchors.
N cbg = 88,489 lb CONTROLS reference p. 76 bond strength calculations: N ag = 128,489 lb
V cpg = k cp MIN N cbg | N ag h ef = 12 in → k cp = 2.0 for h ef ≥ 2.5 in
ACI 318-19 Eq.( 17.7.3.1b)
V cpg =( 2.0)( 88,489 lb) = 176,978 lb
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