PROFIS ENGINEERING
Case 1 / Case 2 is considered for row 1, row 2 and row 4. Assume the shear load in the y- direction( V ua, y) is distributed proportionately between each row.
• If V ua, y, row 1 / ϕV cbg, row 1 ≤ 1.0 OK where V ua, y, row 1 = 0.33V ua, y
• If V ua, y, row 2 / ϕV cbg, row 2 ≤ 1.0 OK where V ua, y, row 2 = 0.67V ua, y
• If V ua, y, row 3 / ϕV cbg, row 3 ≤ 1.0 OK where V ua, y, row 3 = 1.0V ua, y
• MAX {( V ua, y, row 1 / ϕV cbg, row 1);( V ua, y, row 2 / ϕV cbg, row 2);( V ua, y, row 4 / ϕV cbg, col 4)} controls for concrete breakout in shear
NOTES:
2 2
• PROFIS Engineering calculations would assume the resultant shear load V ua = V ua, x + V ua, y acts on the anchor rows in lieu of V ua, y such that
• Case 1 / Case 2 for row 1, row 2 and row 4
• MAX {( 0.33V ua / ϕV cbg, row 1);( 0.67V ua / ϕV cbg, row 2);( 1.0V ua / ϕV cbg, row 4)} controls for concrete breakout in shear
• This is a conservative assumption. Reference( for example) ACI 318-19 Section 17.7.2.1( d) and the commentary R17.7.2.1:“ For anchors near a corner required to resist a shear force with components normal to each edge, a satisfactory solution is to check the connection independently for each component of the shear force”
Corner – Concrete Breakout Parallel to x- Edge
Figure 4.4.3( a).
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