PROFIS ENGINEERING
Figure Figure 6.3h.
Reference Figure Figure 6.3h [ 64 ]. PROFIS Engineering assumes V res acts 4.528 in in the x- direction from the centroid of the anchor group. This distance corresponds to the shear eccentricity( e c, V), which is used to calculate the modification for shear eccentricity( ψ ec, V), which in turn is used to calculate design concrete breakout strength with respect to the y- fixed edge( ϕV cbg, y).
Reference Equal Number of Anchors and Equal Spacing – Case 1 / Case 2( page 7). For this example, when considering concrete breakout with respect to the y- fixed edge, ACI 318 Case 1 / Case 2 provisions are relevant for the anchorage geometry shown in Figure Figure 6.3h [ 64 ]. ϕV cbg, y is calculated for row 1 and row 2. The modification factor ψ ec, V is included in the concrete breakout calculation as shown below.
ψ ec, V =
1 1 + e c, V
1.5c a1
where e c, V = 4.528 in
ϕV
cbg, y = ϕ A Vc
A Vco ψ ec, V ψ ed, V ψ c, V ψ h, V V b where: ϕV cbg, y, row 1 is calculated using c a1, row 1 = 8 in( reference Figure Figure 6.3h [ 64 ]) ϕV cbg, y, row 2 is calculated using c a1, row 2 = 18 in( reference Figure Figure 6.3h [ 64 ]) Per Case 1 / Case 2, V res is assumed to be distributed proportionately among each row: V res, row 1 =( 0.5)( V res) PROFIS Engineering uses V res in lieu of V y V res, row 2 =( 1.0)( V res) PROFIS Engineering uses V res in lieu of V y MAX {( V res, row 1 / ϕV cbg, y, row 1):( V res, row 2 / ϕV cbg, y, row 2)} controls the design with respect to concrete breakout in shear. NOTE:
The resultant shear load x component( V x) of acts parallel to the y- fixed edge. PROFIS Engineering would conservatively assume V res acts parallel to the y- fixed edge in lieu of V x; The design concrete breakout strengths for each row when shear load is assumed to act parallel to the y- edge would be twice the strengths calculated above for shear towards the y- edge. Checking ϕV cbg, parallel ≥ V res vs. ϕV cbg, y ≥ V res; the design would be controlled by shear towards the edge.
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