Need a book? Engineering books recommendations...

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

RE: Diaphragm Design

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Sorry if this a repeat posting...  I think the List
server is experiencing technical difficulties...
................
In response to Paul Feather's response from
Tuesday(?), I honestly can't see you transferring
(500k x 2.5 / 30ft =) 41.7 k/ft of shear from your
slab dowels into your shearwall.  What would that be-
#9 slab dowels @ 3"o.c.???  Is the contractor aware of
what he's dealing with?  

If that is really the case, 1) how are you getting
500k of shear along that line of resistance, and 2)
you shuold consider using steel braced frames.

Again, my two cents..

David Topete, SE
SF, CA

> --- "Briceno, Cairo" <Cairo.Briceno(--nospam--at)hdrinc.com>
> wrote:
> 
> > 
> > Good morning fellow engineers,
> > 
> > I will like to have your opinions on the following
> > subject:
> > 
> > Building condition: We have an unfactored
> collector
> > force of 500 kips to be developed in a 30â?? long
> > concrete shear wall. The slab is a concrete fill
> on
> > composite metal deck. The corresponding Ω factor
> is
> > 2.5. We are using rebars dowels to transfer the
> > forces from the slab into the wall.
> > 
> > We have the following question regarding diaphragm
> > design. Shall the Ω factor be applied to the 500
> > kips for design the dowels? We will like to hear
> > from our fellow engineers your opinions on the
> > application of the Ω factor.
> > 
> > Thank You in advance
> > 
> > Cairo O. Briceño, SE, PE, ASCE and SEAOC
> > Structural Engineer
> > HDR ONE COMPANY | Many Solutions
> > 

__________________________________________________
Do You Yahoo!?
Tired of spam?  Yahoo! Mail has the best spam protection around 
http://mail.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 
******* ****** ****** ****** ******* ****** ****** ********