Unusual seated beam connection
Unusual seated beam connection
(OP)
Due to unusual geometry constraints I'm unable to connect a new catwalk beam easily into the side of an existing steel floor beam. I'm planning on using a small angle as shown in the attached PDF. Loads are light (around 2 kips). Anyone done anything like this before?
Maine Professional and Structural Engineer. www.fepc.us
(Just passed the 16-hour SE exam, woohoo!)






RE: Unusual seated beam connection
RE: Unusual seated beam connection
Maine Professional and Structural Engineer. www.fepc.us
(Just passed the 16-hour SE exam, woohoo!)
RE: Unusual seated beam connection
RE: Unusual seated beam connection
Cope the new W8 beam to fit over and past the web of the existing beam. Put a bot. flg. on the new beam, at the same elev. that you show the horiz. leg of your angle. Slot the bot. flg. pl. so that it goes 10-12" past a generous radius on the web cope (that is, on toward the center of the new beam), and can be welded to the web over the bearing seat and 10-12" into the new beam web. The problem with your detail is that you have a very high ripping force (tension) on the fillet welds at their terminations on the new beam web. And, these terminations are precarious stress locations to begin with, so don’t make them worse with that tension component.
RE: Unusual seated beam connection
Maine Professional and Structural Engineer. www.fepc.us
(Just passed the 16-hour SE exam, woohoo!)
RE: Unusual seated beam connection
1) Adding a vertical stiffener inside the angle and;
2) Designing the welds for the induced eccentricity.
For small loads, it's an economical approach.
Another version of Dhengr's detail uses one or two small angles instead of the slotted plate. Quite similar to a joist seat.
For loads as small as yours, you could also cantilever a pair of small angles from the square cut beam, avoiding the coping.
For all of the options mentioned above, you'll also need to convince yourself that you've provided adequate lateral restraint to the end of the beam. If you're engaging 4" if an 8" beam, you're probably fine. When I've been concerned about this, I've used an end plate in combination with the clip angle and stiffener.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Unusual seated beam connection
Yes, after I made that attached image I thought that a stiffener might be required unless the angle could take the eccentricity in bending (though a stiffener is easy enough).
Two angles is a good idea, they need to build this quickly so the less complicated fabrication the better.
Maine Professional and Structural Engineer. www.fepc.us
(Just passed the 16-hour SE exam, woohoo!)
RE: Unusual seated beam connection
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Unusual seated beam connection
Maine Professional and Structural Engineer. www.fepc.us
(Just passed the 16-hour SE exam, woohoo!)