Q. I'm designing an embedment to transfer moment M_u and shear V_u from a steel wide flange beam to a concrete column (as shown in the schematic). My design assumptions: 1. The plate remains elastic and deformations are negligible; 2. All studs are the same type, size, and depth; 3. Stud tension reactions T_1 and T_2 are proportional to the distance from the toe of the beam compression flange; 4. The tension reactions are equilibrated by a concrete reaction C centered on the beam compression flange; 5. The concrete is cracked; and 6. The column reinforcement will provide supplemental reinforcement for the anchorage. When checking the moment capacity, should I use the maximum stud tension reaction T_1 to check the concrete failure area for the headed stud anchors? When checking the shear capacity, should I assume that the concrete pryout strength V_(cpg) is for Rows 1 and 2 only or for all four rows?
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