Steel beam interruption of bond beam

[ACE58]

In the event that a continuous masonry bond beam's bottom elevation is the same as the bottom elevation of a steel beam (lintel, floor beam or roof beam), is it necessary to provide attachment between the bond beam reinforcement & the steel beam for continuity? We typically anchor lintel & floor beams with web clip angles grouted tight into the masonry; large spans may require bearing plates & anchor bolts. Roof beams are anchored with vertical web plates grouted tight into the masonry, again with bearing plates & anchor bolts if necessary. With these anchoring systems I'm concerned about an interruption of the lateral force distribution. Due to the opening span or vertical space available, masonry beams or concrete beams are not an option. I have seen a detail where a hole was drilled in the beam web & a u-shaped reinforcing bar was run through the web & laid into the adjacent bond beam & grouted tight. Would this be an acceptable means of load tranfer?

 

[BAretired]

I have used holes through the web of the beam in this situation. Nothing wrong with it. When you place reinforcement for the bond beam, you simply thread the bars through the holes.

BA

 

[dhengr]

BA:
Your detail is fine for a beam perpendicular to, but bearing on the CMU at the bond beam elevation. I think he is talking about a stl. beam which is at the same elevation and parallel to the bond beam. I would vote for rebar welded on each side of the stl. beam web, bent and tied into the bond beam rebars.
ACE58:
The intention of the bond beam is to provide continuous tie steel at that level, and the thing I don’t like about your hairpin in a web hole, is that it might have to move longitudinally, on way or the other, to bear on the web hole. And, bearing is the means of load transfer.

 

[ACE58]

dhengr is correct in assuming that the two beams are parallel; sorry that I didn't include that in my original post. On the subject of movement of the hairpin rebar - I don't anticipate any movement after the masonry is grouted tight around the steel beam ends & the rebar is tied to the bond beam rebar. A general contractor (not an engineer) is arguing that tying the bond beam & steel beam together isn't needed - anchoring the steel beam to the masonry (as I explained above) is adequate to transfer any loads.