PROFIS ENGINEERING
Corner
– Concrete Breakout Parallel to y- Edge
Figure 4.4.4( a).
Reference Figure 4.4.4( a) [ 27 ]. It shows the parameters that will be considered with respect to shear load distribution. The shear load V ua acts at an angle with respect to the x- and y- edges. The unequal spacing between rows and columns creates an unequal load distribution on the anchorage. The V ua-component acting towards the x- edge is denoted V ua, x and the V ua-component acting towards the y- edge is denoted V ua, y. Each of these components is distributed on the anchors as shown in Figure 4.4.4( a) [ 27 ]. The load acting on each anchor is designated V ua, x, anchor number for the x- component and V ua, y, anchor number for the y- component. For this example, the shear load component that acts parallel to the y- edge equals V ua, x. Therefore, when considering shear concrete breakout parallel to the y- edge, concrete breakout design strength is calculated with respect to anchor rows( ϕV cbg, row n), but checked versus the shear load component acting parallel to the y- edge on each column( V ua, x, row n). In other words, the shear load( V ua, x) must be considered as if it acts towards the y- edge( instead of towards the x- edge), and as if it is distributed among the anchor rows( instead of among the anchor columns). Reference( e. g.) ACI 318-19 Section 17.7.2.1( c) for shear parallel to an edge provisions.
The shear load acting on each row could be assumed as follows:
• row 1: V ua, x, row 1 = V ua, x, 1 + V ua, x, 2 + V ua, x, 3 + V ua, x, 4
• row 2: V ua, x, row 2 = V ua, x, 5 + V ua, x, 6 + V ua, x, 7 + V ua, x, 8
• row 3: V ua, x, row 3 = V ua, x, 9 + V ua, x, 10 + V ua, x, 11 + V ua, x, 12
• row 4: V ua, x, row 4 = V ua, x, 13 + V ua, x, 14 + V ua, x, 15 + V ua, x, 16
However, ACI 318 provisions assume V ua, x is distributed proportionately among each row.
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