Moment Connection - Beam Bearing on Column Cap Plate 3

[Deener]

Hi All,
I have been asked to provide a moment connection detail for a pipe support composed of a W8x21 cantilevered beam off a W10x22 column. A325 bolted connection between bottom flange of beam and column cap plate.See image below. Typically when I detail a moment connection, the top flange is restrained by welding or bolting to another member. Not possible in this case. To properly restrain the beam and to minimize rotation at the support point, I believe my only choice is to add full depth web stiffeners which are a continuation of the column flanges below. Is this a relatively standard detail for a moment connection? Are the bolts in the bottom flange considered sufficient enough to be transferring the moment from the beam into the column?

 

[JoshPlumSE]

This is just a bolted end plate moment connection. See AISC design guides 4 and 16.

What you show is closer to a flush end plate connection. For cases like this, I would prefer an extended end plate on the tension side (i.e. a row of bolts on either side of the tension flange). Unless the forces are very low.

 

[KootK]

I agree that stiffeners are prudent to rotationally restrain the end of the beam. That, unless you want to get fancy into trying to prove that a web away type failure would be precluded.

 

[Deener]

Thanks for your responses. I've added stiffeners which are a continuation of the column flanges below (of equal thickness) and have extended the column cap plate on the tension side to get an extra row of bolts to resist the tension for good measure.