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anchoring rebars at corners?

anchoring rebars at corners?

anchoring rebars at corners?

Its not common for me to work with details - especially reinforcement, so I'm hoping for some replies. I'm not sure what is the best/most simple way to detail reinforcement at corners - from one beam to another - in this case from one corbel to another. Any help will be appreciated.

RE: anchoring rebars at corners?

Those are cantilevers, not corbels. The bars at the end are not highly stressed. Bending the outside face bars as in (a) is appropriate. For the inside bars, take them to the outside face. Never bend a bar around a reentrant corner as shown by one bar in (b).

RE: anchoring rebars at corners?

What you should do is extend the two orthogonal beam longitudinal bars through the corner. Top bars from each should extend to the far side of the perpendicular beam and then hook down.
Bottom bars should also extend through the intersecting beam - hooks may be considered but we usually don't.

Then - at the corners, provide "L" shaped bars separate from the main beam longitudinal bars. These "L" shaped bars would then lap with the beam main bars - both top and bottom.
The "L bars would typically be located on the outside face of the two beams.

Absolutely agree with hokie66 that you don't turn a bar on the inside face of the re-entrant corner.
If you also put "L" bars on the inside faces of the beam, one leg of the bar should extend through the intersecting beam to the far outside face.

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RE: anchoring rebars at corners?

TNX guys, especially to JAE - helped a lot!

RE: anchoring rebars at corners?

I don't believe that any bars should be provided that "round the bend" so to speak. No plan hooks, no L-bars. To justify my position -- or at least try to -- I go back to the fundamentals of joint detailing and the things that I believe to be most important about the detailing of this particular joint.

1) At the end of any flexural member, the primary goal is almost always to connect the tension force in the flexural rebar to the compression block in the concrete within the same beam. As such, I very much agree with JAE that the top bars ought to be extended as far as possible and hooked downwards for both beams. I see no demand for rebar tensions to be transferred, or anchored, around the bend. In fact, in the absence of the adjacent slab, any "around the bend" rebar would tend to promote unrestrained concrete struts and therefore represent poor detailing.

2) Congestion should be minimized. In most concrete joints, the thing in shortest supply is... concrete. This will be a busy joint that won't be much fun to assemble. I would encourage the removal of any extraneous reinforcement in the interest of promoting simplicity and well consolidated concrete. This partially informs my recommendation to omit L-bars and any plan hooks.

3) Shear transfer. This will be the most important aspect of this joint. Presumably, the shorter cantilever will hold up the longer cantilever. As such, you'll likely want the stirrups of the supporting beam to run through the joint and perhaps be tightly spaced in that area to provide the necessary "hanger" bars for the supported beam. Minimizing congestion, as described in item two, will facilitate success in this department.

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.

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