# RE: aci 318-02 appendix d

• To: seaint(--nospam--at)seaint.org
• Subject: RE: aci 318-02 appendix d
• Date: Thu, 19 May 2005 13:19:12 -0700 (PDT)
• Comment: DomainKeys? See http://antispam.yahoo.com/domainkeys
```'h' is not the embedment depth. It is the thickness of
concrete. Edge effect is embedded in psi6. If c2>1.5c1
then psi6=1. psi5 accounts for the the eccentricity of
bolt CG in relation to the CG of the foundation
footprint. If h >=1.5c1 and c2>=1.5c1 Vb is
proportional to (c1)^1.5. If c1 is large, Vb will be
large too, meaning that the breakout strength in shear
will not control design.

I don't see any confusion in using the referenced
section.

Rajendran

--- "Lutz, James" <James.Lutz(--nospam--at)earthtech.com> wrote:

> Jack, this problem has been driving me nuts since
> you called me up to talk
>
> We are talking about the breakout strength of an
> anchor in shear. This is
> taken as a basic value Vb times a series of
> reduction factors, Av/Avo, psi6,
> and psi7 (leave psi5 out of the discussion for now,
> for group action). Psi7 is just a constant, so it is
> not relevant to the
> discussion either, which centers around the
> equations that include edge
> distances c1 and c2 in them.
>
> The Vb value is proportional to c1^1.5, with no
> apparent limit other than
> the fact that at some point Vs will control
> capacity.
>
> The Av/Avo value cannot exceed 1.0 and is intended
> to adjust for the ratio
> of the actual thickness of the concrete to the
> maximum of 1.5c1, and for the
> actual width of the breakout surface versus the
> maximum of 3c1. Another way
> to express this is (h/1.5c1)*(width/3c1). As c1 gets
> bigger and bigger,
> Av/Avo reduces to zero pretty quickly irrespective
> of the other variables,
> which seems a little counterintuitive to me. You
> would think that you should
> only get penalized if c1 gets smaller, not the other
> way around.
>
>
>
>
>
> -----Original Message-----
> From: Shapton & Partners [mailto:shapton(--nospam--at)nwlink.com]
> Sent: Wednesday, May 18, 2005 1:13 PM
> To: seaint(--nospam--at)seaint.org
> Subject: Re: aci 318-02 appendix d
>
>
> David, a little while ago I spoke with Basile Rabbat
> on this issue.
> Basically, if c1 = infinity, how can c2 = infinity x
> 1.5 (which would
> yield Av/Avo <1)?  This is not the intent.  B.
> Rabbat recognized the
> issue and thought clarification would be coming.  It
> is my understanding
> that Hilti has figured this out.  I believe the
> solution relates to a
> concrete thickness of 1.5 x the embedment depth as
> this is thier
> standard with Re-500 anchors. Looking at their
> tables, you can see that
> if c1and , c2 are greater than 1.5 x the embedment,
> Av does not enter
> into the pixcture. Sorry for the disorganized
> response, I am just going
> out to a meeting, saw your subject, and wanted to
> send something that
> might initiate further discussion.
>
> Jack Shapton
>
>
> > shear force parallel to an edge
> >
> > D.6.2.1 - footnote c - recognizes the fact that c1
> in psi 6 doesn't
> > make sense but equation D-21 includes Vb which
> still has c1 embedded
> > in it.  what value to use when c1 = infinity?
> >
> > tia
> > da
> >
>
> ******* ****** ******* ******** ******* *******
> ******* ***
> *   Read list FAQ at:
> http://www.seaint.org/list_FAQ.asp
> *
> *   This email was sent to you via Structural
> Engineers
> *   Association of Southern California (SEAOSC)
> server. To
> *   subscribe (no fee) or UnSubscribe, please go to:
> *
> *   http://www.seaint.org/sealist1.asp
> *
> *   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any
> email you
> *   send to the list is public domain and may be
> re-posted
> web
> *   site at: http://www.seaint.org
> ******* ****** ****** ****** ******* ****** ******
> ********
>
>
> This e-mail is intended to be delivered only to the
> may contain information that is confidential and
> proprietary.  If this
> information is received by anyone other than the
> recipient(s) should immediately notify the sender by
> e-mail and promptly
> delete the transmitted material from your computer
> and server.  In no event
> shall this material be read, used, stored, or
> retained by anyone other than
> the named addressee(s) without the express written
> consent of the sender or
>
>
>
> ******* ****** ******* ******** ******* *******
> ******* ***
> *   Read list FAQ at:
> http://www.seaint.org/list_FAQ.asp
> *
> *   This email was sent to you via Structural
> Engineers
> *   Association of Southern California (SEAOSC)
> server. To
> *   subscribe (no fee) or UnSubscribe, please go to:
> *
> *   http://www.seaint.org/sealist1.asp
> *
> *   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any
> email you
> *   send to the list is public domain and may be
> re-posted
> web
> *   site at: http://www.seaint.org
> ******* ****** ****** ****** ******* ****** ******
> ********
>

__________________________________
Yahoo! Mail Mobile
Take Yahoo! Mail with you! Check email on your mobile phone.
http://mobile.yahoo.com/learn/mail

******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
*
*   This email was sent to you via Structural Engineers
*   Association of Southern California (SEAOSC) server. To
*   subscribe (no fee) or UnSubscribe, please go to:
*
*   http://www.seaint.org/sealist1.asp
*
*   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you
*   send to the list is public domain and may be re-posted