For the splice connection shown in the figure, a. Check all spacing and edge-distance requirements. (For 1-in diameter bolts minimum edge distance is 1.25 in. AISC Table J3.4) b. Compute the design strength based on shear and bearing. (Use LRFD) The plates are PL 1/2" x 7" steel ASTM A36 (Fy = 36 ksi, Fu = 58 ksi) and the bolts are 1-in diameter A325X (Fnv = 60 ksi) in standard holes.
For the splice connection shown in the figure,
a. Check all spacing and edge-distance requirements. (For 1-in diameter bolts minimum edge distance is 1.25 in. AISC Table J3.4)
b. Compute the design strength based on shear and bearing. (Use LRFD)
The plates are PL 1/2" x 7" steel ASTM A36 (Fy = 36 ksi, Fu = 58 ksi) and the bolts are 1-in diameter A325X (Fnv = 60 ksi) in standard holes.
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Vn = 6*36*1/(4*1.1) = 49.09 am I wrong? I believe in the calculation in the solution the coefficient m was not taken into account.
And Pn is not 54 kips either, with the given formula it comes up as 6*36*0.5/(4*1.25) = 21.6 and in which case the design strength would be 21.6 kips. Please let me know if there's something I'm missing from the formulas.
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