PROFIS ENGINEERING
• The spacing( s x23) between col 2 and col 3 is greater than c a1, col 1
• A complete failure surface can develop from col 3.
• The spacing( s x34) between col 3 and col 4 is less than c a1, col 1
• The failure surface for col 4 will merge with the failure surface for col 3.
• Case 1 / Case 2 applies for the interaction between col 1 and col 3.
• V ua, x is distributed proportionately between col 1 and col 3.
• V cbg, col 3 = A vc, col 3 ψ
A ec, V ψ ed, V ψ c, V ψ h, V ψ parallel, V V b vc0
• A Vc, col 3 =( 1.5c a1, col 3 + s y34 + s y23 + s y12 + c a2, y)( h concrete)
• Check V ua, x, col 1 / ϕV cbg, col 1 ≤ 1.0 where V ua, x, col 1 = 0.5V ua, x
• Check V ua, x, col 3 / ϕV cbg, col 3 ≤ 1.0 where V ua, x, col 3 = 1.0V ua, x
Consider only Case 3 for col 1( conservative assumption)
• 1.0V ua, x / ϕV cbg, col 1 ≤ 1.0 OK
•( 1.0V ua, x / ϕV cbg, col 1) controls for concrete breakout in shear
OR Consider Case 1 / Case 2 for col 1 and col 3
• 0.5V ua, x / ϕV cbg, col 1 ≤ 1.0 OK
• 1.0V ua, x / ϕV cbg, col 3 ≤ 1.0 OK
• MAX {( 0.5V ua, x / ϕV cbg, col 1);( 1.0V ua, x / ϕV cbg, col 3)} controls for concrete breakout in shear
NOTES:
• Even though the spacing s x23 is greater than c a1, col 1, assuming that only Case 3 for col 1 is relevant disregards the possibility of concrete breakout failure occurring from col 3. This is a conservative assumption. Reference( for example) ACI 318-19 Fig. R17.7.2.1b. ACI 318 shear concrete breakout provisions can be understood as being predicated on the spacing in the direction of the applied shear load between any anchor rows / columns resisting shear load. Therefore, for anchorages consisting of more than two rows / columns, concrete breakout can be considered with respect to the spacing in the direction of the applied shear load between any two adjacent anchor rows / columns resisting shear load.
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• PROFIS Engineering calculations would assume the resultant shear load V ua = V ua, x + V ua, y acts on the anchor columns in lieu of V ua, x such that
• Case 3 for col 1 only:( 1.0V ua / ϕV cbg, col 1) controls for concrete breakout in shear
• Case 1 / Case 2 for col 1 and col 3: MAX {( 0.5V ua / ϕV cbg, col 1);( 1.0V ua / ϕV cbg, col 3)} controls for concrete breakout in shear
• This is also 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”
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