Need a book? Engineering books recommendations...

Return to index: [Subject] [Thread] [Date] [Author]

Re: Shear Wall design in ETABS

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Not to mention that you might be required to have boundary elements for
your "single" three wall condition that could result in the need or desire
to "turn the corner" to create the boundary element.

Regards,

Scott
Adrian, MI


On Wed, 11 Jan 2006, Paul Feather wrote:

> Anantha,
>
> A C shape or box shape should be designed the way it will be built.
>
> A C section is stiffer than breaking the walls out into simple elements.
> You need to account for this in the lateral distribution.  If you wish to
> control the stiffness (reduce it), than you need to specifically detail
> joint separations at the corners.  This can be problematic from a shaft fire
> rating point of view.
> Paul Feather PE, SE
> www.SE-Solutions.net
> pfeather(--nospam--at)SE-Solutions.net
> ----- Original Message -----
> From: "Anantha Narayan C.K." <anant_27(--nospam--at)yahoo.com>
> To: <seaint(--nospam--at)seaint.org>
> Sent: Tuesday, January 10, 2006 11:10 AM
> Subject: Shear Wall design in ETABS
>
>
> > Greetings,
> >
> > I have a question pertaining to the design of box/U
> > shaped shear walls in ETABS. The U shaped shear wall
> > was created as 3 planar walls connected at the
> > intersecting nodes. However, since they behave
> > monolithically, should they be defined as 1 single
> > pier which would result in a moments about the CG of
> > this section, or can they be defined as 3 individual
> > piers?
> >
> > Defining them as 3 individual piers would mean that
> > the the wall does not take any moment about its weak
> > axis and for a U shaped wall, oriented in an
> > alphabetical U direction,  2 walls would engage all
> > the moment for a load in the N-S direction and 1 wall
> > would engage all the moment in the E-W direction. And
> > then these walls can be designed as individual piers
> > using a Simplified tension-compression method,
> > confining the reinforcement to the corners. Is this an
> > acceptable way to design a U shaped wall or should
> > they never be broken into 3 planar walls?
> >
> > Also, I think the reinforcement from doing the above
> > would be a little more than defining the wall as a
> > single pier.
> >
> > Please give me your suggestions.
> >
> > Thanks
> > Anantha
> >
> >
> >
> >
> > VTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVT
> >
> >  ANANTHA NARAYAN, E.I.
> >  Structural Engineer
> >  Bliss and Nyitray Inc.
> >  Miami, FL - 33134
> >
> >
> >
> >
> >
> >
> >
> >
> > ___________________________________________________________
> > Yahoo! Photos - NEW, now offering a quality print service from just 8p a
> > photo http://uk.photos.yahoo.com
> >
> > ******* ****** ******* ******** ******* ******* ******* ***
> > *   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
> > *   without your permission. Make sure you visit our web
> > *   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
> *   without your permission. Make sure you visit our web
> *   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 
*   without your permission. Make sure you visit our web 
*   site at: http://www.seaint.org 
******* ****** ****** ****** ******* ****** ****** ********