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rebending column rebars

rebending column rebars

RE: rebending column rebars

I'm guessing this does affect the column strength, but I can't open your file.

RE: rebending column rebars

The attachment still does not work.

RE: rebending column rebars

jubara - The name of the picture file is the problem. Question marks (?) and other symbols don't work, for some reason. Change the name to something with just letters and/or numbers and it should upload ok (for example: 1234.jpg)

www.SlideRuleEra.net idea
www.VacuumTubeEra.net r2d2

RE: rebending column rebars

I'd say no way, they're just going to straighten out the minute they try to develop tension. How big is your column, how many bars would be outside the column cage if you left them in place 10cm out? I'm assuming no more than 4 so why not drill and epoxy in a bunch of new dowels to replace what you're losing. You should be able to come close to fully developing the dowels in a footing that size.

edited for spelling and clarity

RE: rebending column rebars

I vote no. The bent dowels will be useless for both tension and compression at the footing interface and will likely be a vector for corrosion. I'd cut them off and use post installed dowels as suggested above.

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: rebending column rebars

(OP)
the column is 50*30 cm with 12 rebars size 16 mm2 .

RE: rebending column rebars

(OP)
dear Kootk
you mean the strength of the column will not be affected . please explain more.

RE: rebending column rebars

Agree with the others. The bars are now useless.

RE: rebending column rebars

Quote (jubar)

you mean the strength of the column will not be affected . please explain more.

I think that I see where you're going with this. There are two cases:

1) You've considered the bottom of the column fixed to the footing and transmitting moment to that joint. With the dowels compromised, that fixity and capacity for moment capacity are eliminated and your column capacity would be reduced.

2) You designed the bottom of the column as though it were pinned to the footing. In this case, the design capacity of the column has not been compromised. That said, you would still need:

a) Some nominal connection to the footing to keep the column from slipping off.
b) Sensible corrosion protection to your active reinforcing.

My recommendation regarding what ought to be done remains the same either way.

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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