Need a book? Engineering books recommendations...

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

Lighter Loads in IBC vs. UBC

[Subject Prev][Subject Next][Thread Prev][Thread Next]
So I think I need a sanity check.  Last time I asked a question here I
got blasted at first and then wound up getting some very useful
information.  So I suppose I'll give it another shot!

We're working on making the transition from 1997 UBC to 2006 IBC.
While the wind loads are more complicated, I'm finding that as long as
topography isn't a factor, even the highest load (that of the end
conditions) is the same or lower than what we were using in the UBC.
So we can simplify and use the "A" load across the whole projected
area, and still generate Wind loads that are lower than what we were
designing for before.

Similarly, when I go through the USGS software and get values for S1
and Ss, then put that through the equations in ASCE7-05, I come up
with a Base Shear equation that is a fair bit lower.   Where a one
story home in the Bay Area would have previously had a V of say 0.14W,
 the new code puts it at 0.108W.

I can send more details of how I'm coming up with these figures, but I
just wanted to start by finding out if other folks are seeing the same

Thanks in advance.

Chris Slater, PE

******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at:
*   This email was sent to you via Structural Engineers 
*   Association of Southern California (SEAOSC) server. To 
*   subscribe (no fee) or UnSubscribe, please go to:
*   Questions to seaint-ad(--nospam--at) 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: 
******* ****** ****** ****** ******* ****** ****** ********