Monolithic concrete beam connection.
Monolithic concrete beam connection.
(OP)
I have a cantilevered concrete beam that supports a perimeter concrete beam and column next to an adjacent foundation. I cant find a good example to reference back to for this condition. Attached is a concept of how I was thinking it needs to be done. Just wondering what people's thoughts are on this concept. I'm currently sizing stirrups for the shear and making sure the top bars are fully developed into the perimeter beam. The beams will be poured monolithicly. Thanks for any input.






RE: Monolithic concrete beam connection.
A couple of other housekeeping items that you may well have already considered:
1) There is a demand for top steel anchorage in the cantilever tip that is analogous to bottom steel anchorage at the support in simple span beams. That might affect your bar sizes and/or anchorage detailing.
2) You may need hanger steel in the cantilever end to transfer shear from the grade beams tying in. Your tie-in loads may well be small enough that it's not an issue.
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: Monolithic concrete beam connection.
If so - then some additional Ah steel might be needed on the sides near the top of the cantilever. Just a thought.
Check out Eng-Tips Forum's Policies here:
FAQ731-376: Eng-Tips.com Forum Policies
RE: Monolithic concrete beam connection.
1) There is a demand for top steel anchorage in the cantilever tip that is analogous to bottom steel anchorage at the support in simple span beams. That might affect your bar sizes and/or anchorage detailing.
2) You may need hanger steel in the cantilever end to transfer shear from the grade beams tying in. Your tie-in loads may well be small enough that it's not an issue.
RE: Monolithic concrete beam connection.
I do it as vertical stirrups in the cantilever tip, right behind the grade beams. It may not even be necessary if the grade beam loads are minor (curtain wall load etc).
I don't see it. You may need to elaborate or provide a sketch.
I do indeed. It's more congestion at the beam intersection but manageable in my opinion.
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: Monolithic concrete beam connection.
Do you feel that vertical stirrups placed per ACI would not provide proper shear reinforcement in this condition?
(KootK)I do indeed. It's more congestion at the beam intersection but manageable in my opinion.
I concur with your first statement "I do it as vertical stirrups in the cantilever tip, right behind the grade beams. It may not even be necessary if the grade beam loads are minor (curtain wall load etc)." but the reply above reads to me like you don't think vertical stirrups provide shear reinforcement in this case.
RE: Monolithic concrete 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.