PROFIS ENGINEERING
• col 1: V ua, x, col 1 = V ua, x, 1 + V ua, x, 5 + V ua, x, 9 + V ua, x, 13
• col 2: V ua, x, col 2 = V ua, x, 2 + V ua, x, 6 + V ua, x, 10 + V ua, x, 14
• col 3: V ua, x, col 3 = V ua, x, 3 + V ua, x, 7 + V ua, x, 11 + V ua, x, 15
• col 4: V ua, x, col 4 = V ua, x, 4 + V ua, x, 8 + V ua, x, 12 + V ua, x, 16
Figure
4.4.1( b).
Reference Figure 4.4.1( b) [ 20 ]. It shows the parameters that will be considered with respect to concrete breakout failure towards the x- edge. The concrete breakout failure surfaces are assumed to develop from each anchor column. Based on the spacing between columns, ACI 318 provisions could be extrapolated as shown below. Reference page 20 for information on shear load parameters.
Consider Case 3 for col 1 only( conservative assumption)
• The spacing( s x12) between col 1 and col 2 is less than c a1, col 1. Case 3 applies
• The failure surface for col 2 will merge with the failure surface for col 1.
• Assume a complete failure surface can only develop from col 1.
• Assume only Case 3 applies for col 1 and col 2. Do not consider col 3 and col 4.
• V cbg, col1 = A vc, col 1 ψ
A ec, V ψ ed, V ψ c, V ψ h, V ψ parallel, V V b vc0
• A Vc, col 1 =( 1.5c a1, col 1 + s y34 + s y23 + s y12 + c a2, y)( 1.5c a1, col 1)
• Check V ua, x, col 1 / ϕV cbg, col 1 ≤ 1.0 where V ua, x, col 1 = 1.0V ua, x
Consider Case 1 / Case 2
October 2025 20