Need a book? Engineering books recommendations...

Re: Brace Connection Moment from Eccentricity

• To: <seaint(--nospam--at)seaint.org>
• Subject: Re: Brace Connection Moment from Eccentricity
• From: j.grill(--nospam--at)attbi.com
• Date: Fri, 10 Jan 2003 23:53:14 +0000

```What if the connection is at the top of a column, or not at the mid-height of
the column.  Then the moment wouldn't be V*ec/2.  It would be V*ec if located
at the top of the column, and if somewhere along the column height but not at
the mid-height the moment would be a ratio of the distance from the beam to
the ends of the column.  Anyway, that's the way I see it.
Joseph R. Grill, PE
> In fact Mc=V*ec/2 is correct considering that the applied moment (V*ec) is
> resisted by two moments of the same sign (2*Mc), one above and one below the
> conection.
>
> Javier Encinas
> ASDIP Structural Software
> www.asdipsoft.com
>
> ----- Original Message -----
> From: <j.grill(--nospam--at)attbi.com>
> To: <seaint(--nospam--at)seaint.org>
> Sent: Wednesday, January 08, 2003 8:38 PM
> Subject: Brace Connection Moment from Eccentricity
>
>
> > I've been fighting through a lot of brace connections in the last couple
> of
> > weeks.  In the AISC Connections manual for the "Uniform Force Method" The
> > author explains a "special case 1" in which the work point of the brace
> point
> > is not at the center line of the column and beam but at the corner of the
> > gusset.  This induces a moment to the column and the beam.
> >
> > My questions are these.  In the explanation for the special case (page
> 7-109)
> > the moment to the column is listed as Mc=2*V*ec.  Example 22 and on page
> 7-110
> > the moment is listed as V*ec/2.  The first equation in the paragraph on
> page 7-
> > 109 appears to be a typo.  Right?
> >
> > My next question is this.  For the column moment to be V*ec/2 the brace
> > location must be at the mid-height of a column.  Right/wrong?  And if the
> > brace is at the top of a column the column moment would be Vc*ec.
> > Right/wrong?  I seem to be questioning my own mechanics today, and I
> believe
> > the text is kind of over-generalizing, unless I just need to go home.
> >
> > Joseph R. Grill, PE
> >
> > ******* ****** ******* ******** ******* ******* ******* ***
> > *   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
> > *   site at: http://www.seaint.org
> > ******* ****** ****** ****** ******* ****** ****** ********
> >
> >
>
>
>
> ******* ****** ******* ******** ******* ******* ******* ***
> *   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
> *   site at: http://www.seaint.org
> ******* ****** ****** ****** ******* ****** ****** ********

******* ****** ******* ******** ******* ******* ******* ***
*   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