W12 x 120 3". 2" 3 @ 3" 2" 0000 D=304 L=65 WT6 × 29 W18 x 106
A beam is connected to a column with 7/8-inch-diameter, A325N bearing-type bolts, as shown in the figure. Eight bolts connect the tee to the column. A992 steel is used. Is the tee to column connection adequate? Use LRFD. You do not need to check the tee to beam connection. Don’t forget to include the combined shear and tension stresses on the eight bolts due to the eccentricity of the connection. Next, assume that this connection was to be made into a moment connection by bringing the flanges of the beam tight to the column flange, then providing fillet welds (E70) on both sides of each beam flange to the column flange. Ignore the small length that the web of the beam is in the way and thus prevents a full fillet weld on the one side of each flange. Using the maximum fillet weld size recommended, can a moment connection be made that is adequate if it is required to resist 75% of the φMp capacity of the beam? Do not worry about checking the shear connection with the WT again and also assume that the WT connection provides no rotational resistance to the moment connection.
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