Thanks! All this makes sense, but I've missed it these last 6+ years (as have
my previous employers).
I also found the code references, with help from Mitch Sklar. They are:
1996 BOCA 1913.1.3
1997 SBC 1914.1.7
I also noted the requirement for 9" embedment; I've used 8" in the past and
only switched to 12" in the last 2-3 years in conjuction with my adoption of a
1'-4" minimum footing thickness.
Thanks to you both. I am appropriately humbled.
--- Roger Turk <73527.1356(--nospam--at)compuserve.com> wrote:
> Yes, I design that way not only in concrete, but also in masonry whenever
> anchor bolts are installed to support a concentrated load and regardless of
> the material used to transfer that concentrated load. The ties provide
> *confinement* to the concrete and increases its ability to take compressive
> forces. In masonry walls, I use hairpins around anchor bolts at edges of
> openings and ends of walls.
> A. Roger Turk, P.E.(Structural)
> Tucson, Arizona
> Keith Fix wrote:
> . > But do you detail this way, and why?
> . > -Keith
> . > --- Roger Turk <73527.1356(--nospam--at)compuserve.com> wrote:
> > Keith,
> > Good practice is not always codified.
> > A. Roger Turk, P.E.(Structural)
> > Tucson, Arizona
> > Keith Fix wrote:
> > . > I give up! I can't find it!
> > . > My boss remebers a code requirement for ties around anchor bolts for
> > steel
> > . > columns and/or at the tops of concrete pedestals for steel columns. We
> > . > have only been able to find the requirement in the earthquake section
> > . > UBC 97, but not for general loading or in any other code.
> > . > If anyone knows where this code requirement can be found, PLEASE REPLY!
> > . > Also, your usual practice and engineering judgement is also
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