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

RE: Input with regard to section 1633.2.4

[Subject Prev][Subject Next][Thread Prev][Thread Next]

REgarding the following "snip",

The '97 UBC has changed this deformation compatability value to 0.7R(Delta
s) where (delta s) is the calculated drift and R is the new seismic
"reliability" coefficient. As an alternate you can also use 0.0025h where h
is the story height for the level that you wish to examine.  For a shearwall
building R=5.5 so your minimum drift would be (3.85* delta s).
Alternatively, if your floor to floor height,h, is 10', drift would be
0.0025*10'*12"/'=0.3".

The deformation that you calculate is then applied to the element(s).  The
resulting moments and shears need to be accommodated in your design so that
the joints do not fail during a seismic event.  For columns you also need to
check the Pdelta effects (moments due to incresed eccentricity).  For
Concrete columns and beams this usually means that you place ties at 4"oc
for ductility and verify that the increased eccentricity does not blow your
column out.
------
For concrete columns, you don't have to actually design for the moments and
shears resulting from the delta-M displacement.  The ACI (and UBC) says that you
check if the moment and shear strength is less than the imposed forces.  If the
strength provided is less, then ductile detailing, basically closely-spaced
confinement ties, are required.  Otherwise they are not.

regards, Martin



******* ****** ******* ******** ******* ******* ******* *** 
*   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) to the list, send email to 
*   admin(--nospam--at)seaint.org and in the body of the message type 
*   "join seaint" (no quotes). To Unsubscribe, send email 
*   to admin(--nospam--at)seaint.org and in the body of the message 
*   type "leave seaint" (no quotes). For questions, send 
*   email 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 
******* ****** ****** ****** ******* ****** ****** ********