# Re: Slab Embedment Question

• To: seaint(--nospam--at)seaint.org
• Subject: Re: Slab Embedment Question
• From: Scott Maxwell <smaxwell(--nospam--at)engin.umich.edu>
• Date: Thu, 31 Jan 2002 01:28:52 -0500 (EST)
```I believe that the current provisions in the ACI 318 code for development
of reinforcement don't really "use" a calculation of bond stress.  I
believe the intent of the current provisions are to provide a development
length  for the bar that will allow the bar to yield prior to pulling out
or failing in some other mechanism.  Thus, if you determine the
development length of a #6 bar for you conditions per chapter 12 of
318-99, then I believe the bar would be capable developing its yield
strength (i.e. 60 ksi for Gr.  60 bar), which in theory would allow a
force of 60 ksi * the area of a #6 bar.

You can take a look at some of the publications from ACI committee 408
which would be one of the sources for ACI 318's provisions.

HTH,

Scott
Ypsilanti, MI

On Wed, 30 Jan 2002 CanitzCF(--nospam--at)aol.com wrote:

> I have an elevated 10 1/2" thick structural slab which includes an embedment
> at its side edge to support a stairs stringer. The embedment consists of a
> 1/2" PL which is anchored into the side of the slab with two #6 rebars(15'-0"
> long) at mid-depth attached to a rebar coupler which is welded to the plate.
> I'm trying to determine the tensile load capacity of the #6 rebars. In one of
> my texts, I found an equation for nominal bond strength(Usub u = 30*sqrt(fc)
> ) for each 1 in of embedment. I believe this equation is part of the basis
> for determining rebar development lengths in ACI 318. Is simply a matter of
> using the bond strength equation to determine the allowable tensile load?
>
> TIA,
> Charlie Canitz
>
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