Need a book? Engineering books recommendations...

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

RE: Perforated Shear Wall

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Jake:

In analysing a perforated shear wall with uneuqal end panels, I had assumed that the point of inflection occurs at the mid height and mid span of the window opening.  This resulted in my forces not matching up.    I reprogrammed my spreadsheet with the assumption that the the point of inflection along the window width was also proportional to the wall panels widths ( instead of the window mid span).  Things work out fine then.

Gautam
----- Original Message -----
From: "Jake Watson" <jwatson(--nospam--at)utahisp.com>
Date: Wed, 14 Aug 2002 21:22:57 -0600
To: <seaint(--nospam--at)seaint.org>
Subject: RE: Perforated Shear Wall


> Do you have a specific example?  I have used that procedure on several
> building and not had a problem.  I could be making the same mistake they
> are....
> 
> Jake Watson, P.E.
> Salt Lake City, UT
> 
> -----Original Message-----
> From: G Manandhar [mailto:grm(--nospam--at)engineer.com]
> Sent: Wednesday, August 14, 2002 5:44 PM
> To: seaint(--nospam--at)seaint.org
> Subject: Perforated Shear Wall
> 
> 
> 
> 
> To all:
> 
> Perforated wood shear walls:
> 
> The perforated shear wall design procedure outlined in SEAOC handbook
> ?Seismic Design ? Vol II Building Design Example? page 69-70? seems to work
> fine if the lengths of the shear walls on either side of the opening are
> equal.  However, if the wall length varies, then this method does not seem
> to work.  Assuming the shear in the wall panels are proportional to the wall
> lengths (simplified shear load distribution) there will be a discrepancy in
> the load in the free body diagram ? especially at the free body diagram of
> the wall section right below the opening. ? the vertical shear values will
> not match.
> 
> IBC 200 and NEHRP do have an analysis method for perforated shear walls.
> However, I feel kind of worried to use it (other than that California has
> not adopted it) because it does not seem to consider the shear flow around
> the openings.
> 
> Since it is more likely than not that the shear wall lengths on either sides
> will be unequal, I would appreciate your input into how you solve this
> problem.  Of course, there is the easy way out ? consider each panel
> separately and out in larger holddown.
> 
> Gautam
> 
> 
> --
> __________________________________________________________
> 
> Sign-up for your own FREE Personalized E-mail at Mail.com
> 
> http://www.mail.com/?sr=signup
> 
> 
> 
> ******* ****** ******* ******** ******* ******* ******* ***
> *   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 
> ******* ****** ****** ****** ******* ****** ****** ******** 
> 
> 

-- 
__________________________________________________________

Sign-up for your own FREE Personalized E-mail at Mail.com

http://www.mail.com/?sr=signup



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