window/door openings. I have conditions where the stress in the pier
exceeds 0.06*fÂ'c. This is the limit of ACI 14.8.2.6 for using the
empirical slender wall design. I have a copy of Â"The Tilt-Up Construction
and Engineering ManualÂ" 6th edition. In this manual it states that the
ACI 14.8.2.6 requirement is a strength conversion of the old UBC
requirement of 0.04*fÂ'c for allowable stress design. It (the manual)
states that when the stresses exceed 0.04*fÂ'c then the pier must be
designed as a column. I donÂ't find anything like this mentioned in ACI,
but it makes sense. I see contradictory information in the manual for
design of in-wall columns.
It seems to me that if it is designed as a column then the vertical
reinforcing has to be a minimum of 0.01*Ag of the pier. It also appears
to me that the horizontal reinforcing must be enclosed ties and that cross
ties will need to be placed at every other bar. Am I interpreting this
correctly? Are there other ACI loopholes that allow less steel and no
ties? If I require closed ties, how far above and below an opening would
they extend before they are not needed any more. I am wondering about
this in the case of a two story panel where the pier is only on the lower
story. It doesnÂ't make sense to carry the ties full height to the roof.
Thanks for your help.
Rich
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