PROFIS ENGINEERING
• failure surface for row 2 is assumed to merge with the failure surface for row 1
• no ϕV cbg calculation for row 2
• a complete failure surface can only develop from row 1
• ϕV cbg, row 1 is calculated using c a1, row 1( orange shaded area)
Since s y, 23 ≥ c a1, row 1, ACI 318 shear concrete breakout calculations with respect to row 3 are as follows:
• a complete failure surface can develop from row 3
• ϕV cbg, row 3 is calculated using c a1, row 3( yellow shaded area)
Case 1 / Case 2 are relevant for rows 1 and 3. Shear concrete breakout design checks are as follows:
• ϕV cbg, row 1 calculated using c a1, row 1 is checked versus shear load assumed to act on row 1
• Check ϕV cbg, row 1 ≥ V ua, row 1
• ϕV cbg, row 3 calculated using c a1, row 3 is checked versus shear load assumed to act on row 3
• Check ϕV cbg, row 3 ≥ V ua, row 3
The number of anchors in row 1 and row 3 is equal( 3-anchors per row), and Case 1 / Case 2 provisions assume V ua is distributed proportionately between these two rows.
V ua, row, i = V ua ⋅ i
N rows
( reference V row, i equation on page 49)
where i = row number and N rows = number of rows being considered(= 2)
• V ua, row 1 =( V ua)( 1 / 2) i = 1( i. e. first row being considered)
• V ua, row 3 =( V ua)( 2 / 2) i = 2( i. e. second row being considered)
The design is satisfied with respect to shear concrete breakout at the y- edge if: MAX( V ua, row1 / ϕV cbg, row1):( V ua, row 3 / ϕV cbg, row 3) < 1.0
Shear Load Evaluation – Oblique Load – Two Fixed Edges
Figure 6.2.
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