Need a book? Engineering books recommendations...

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

Re: UBC 1997 - Non building structure - Section 1632.2 for A.bolt design

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Seismic design manual of buildings and bridges, by Alam Williams, has an
example on page 122 thru 124 that deals with equipment on slab on grade.
If you have the weight of the unit and the stiffness of its supporting
element, you can calcualte the period of the system based on  T= 2(Pi)
square root of (m/k)^.5.  if this yields a period greater than 0.06, then
equation 30-5 would govern.
Samir Y. Ghosn, PE
Harris & Associates
At 10:53 AM 12/24/2002 -0500, you wrote:
>      & 1632.2 (UBC 1997).   For equipments supported on concrete pedestals

>(T.C. at grade)   The critical force for the design of Anchor bolt
>be per  
>section 1630.2 / eqn. 32-2 / eqn. 34-1 (depends on flexible
>or rigid)  
>In this, for pedestals at grade, hx = 0 in the equation 32-2. 
> My question
>is,    What is the minimum height for pedestal T.O.C.(top of
>above grade,  
>  For example, if the pedestal TOC is about 2 or
>3 or 4' above grade,  
>(for small heights above grade)  
>critical force for the A.bolt can be very high.(than it is at grade).  
>  Any guidance in this is   
>appreciated.   Happy Holidays.  
>  Ravi Vasu, P.E.,    
> NOTICE - This communication may contain confidential and privileged
>information that is for the sole use of the intended recipient. Any
>viewing, copying or distribution of, or reliance on this message by
>unintended recipients is strictly prohibited. If you have received this
>message in error, please notify us immediately by replying to the message
>and deleting it from your computer.

******* ****** ******* ******** ******* ******* ******* ***
*   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: 
******* ****** ****** ****** ******* ****** ****** ********