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Re: ACI Code requirement: ties at steel

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This condition is where I've seen this tie arrangement detailed the most,
however; the code requirement remains, and I accept the explanation already
given.

That said, I would appreciate the opinion of someone who developed this code
requirement.

-Keith Fix

--- syed faiz ahmad <syedfaiz23(--nospam--at)hotmail.com> wrote:
> Gentlemen
> Ties around anchor bolts or hair pins around the same & developed into 
> slab-on-grade is meant to transfer horizontal force ( of the frame reaction 
> ) to the soil rarther than for any other purpose. This response is specially 
> directed to our learned friend Engr. Roger Turk.
> SYED FAIZ AHMAD
> SENIOR STRUCTURAL ENGINEER
> SAUDI OGER LTD
> RIYADH, SAUDI ARABIA.
> 
> 
> >From: Tom.Hunt(--nospam--at)d-fd.com
> >Reply-To: seaint(--nospam--at)seaint.org
> >To: seaint(--nospam--at)seaint.org
> >Subject: Re: ACI Code requirement: ties at steel
> >Date: Wed, 6 Jun 2001 14:14:18 -0700
> >
> >Keith,
> >
> >The 97 UBC sections are 1921.4.4.8 and 1921.7.4 and it does not seem to
> >appear in ACI 318.
> >
> >Thomas Hunt, S.E.
> >Duke/Fluor Daniel
> >
> >----- Forwarded by Tom Hunt/DFD on 06/06/01 02:08 PM -----
> >
> >                     Keith Fix
> >                     <kefix@yahoo.        To:     seaint(--nospam--at)seaint.org
> >                     com>                 cc:     asherma(--nospam--at)c-b.com
> >                                          Subject:     Re: ACI Code 
> >requirement: ties at steel
> >                     06/06/01
> >                     10:19 AM
> >                     Please
> >                     respond to
> >                     seaint
> >
> >
> >
> >
> >
> >
> >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.
> >
> >-Keith
> >
> >--- Roger Turk <73527.1356(--nospam--at)compuserve.com> wrote:
> > > Keith,
> > >
> > > 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
> > > of
> > >
> > > > . > 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
> > > appreciated.
> > > >
> >
> >


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