DETAILING OF STIFFENER BARS [SIDE STEEL]
DETAILING OF STIFFENER BARS [SIDE STEEL]
(OP)
Hi,
DETAILING OF STIFFENER BARS (SIDE STEEL)
I am currently detailing continuous beams to the ACI codes.
Previous answers to questions I have asked on this forum have been enormously helpful.
I am trying to find justification to terminate the side steel stiffeners short of the columns; due to limited space within. However I cannot find any justification for this in the codes. I have found that shear links(stirrups) can be stopped 50mm from the columns but
nothing yet for stiffeners.
Please advise.
Cheers
peakpilgrim
DETAILING OF STIFFENER BARS (SIDE STEEL)
I am currently detailing continuous beams to the ACI codes.
Previous answers to questions I have asked on this forum have been enormously helpful.
I am trying to find justification to terminate the side steel stiffeners short of the columns; due to limited space within. However I cannot find any justification for this in the codes. I have found that shear links(stirrups) can be stopped 50mm from the columns but
nothing yet for stiffeners.
Please advise.
Cheers
peakpilgrim





RE: DETAILING OF STIFFENER BARS [SIDE STEEL]
RE: DETAILING OF STIFFENER BARS [SIDE STEEL]
The bars I am referring to are not main structural tension /compression members,which are continued into the column; for
obvious reasons. The 'stiffeners are 12mm bars whích have been specified in the side of the beam to improve torsional resistance.
If continued into the column they will clash with the column steel. I would like to terminate them just short of the column.
I am looking for a reason in the ACI codes to justify this but I have not been able to find any.
As you suggest, terminology is an issue. for instance links are referred to as stirrups etc.
Cheers,
peakpilgrim
RE: DETAILING OF STIFFENER BARS [SIDE STEEL]
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RE: DETAILING OF STIFFENER BARS [SIDE STEEL]
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: DETAILING OF STIFFENER BARS [SIDE STEEL]
But for interior continuous spans, where you might have Al coming in from both sides, just running the bars through the column for each adjoining span makes the most sense to me.
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RE: DETAILING OF STIFFENER BARS [SIDE STEEL]
@OP: If congestion is an issue, I think that one could terminate the longitudinal torsion bars at the faces of the columns and then splice them together with a designated splice bar that passes through the columns. Maybe some nice, generous, non-contact lap splices.
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: DETAILING OF STIFFENER BARS [SIDE STEEL]
If necessary, headed bars can help.
RE: DETAILING OF STIFFENER BARS [SIDE STEEL]
Distributed reinforcement along side faces (skin reinforcement) should develop beyond the point at which the bar is stressed. There is no specific requirement for continuing skin reinforcement, so the basic rule would apply. This would require development beyond the last stirrup (link.) You may discontinue these bars once developed, but avoid lapping inside the columns unless there is a lot of space. Avoid splices, heads, and hooks inside columns as these make construction more difficult (or impractical.) This reinforcement is principally to reduce width and extension of diagonal ("shear") cracks. (The mechanism is the same as for vertical stirrups, that is restraint of splitting tensile cracking inside compression struts, aka shear cracks.)