IBC. I think you can design the building using a R=3 if you are in SDC B
or C, see ASCE 7-05 Table 12.2-1. You would need some test reports for
the allowable shearwall values.
Gordon Goodell wrote:
>
> I have a client who wants to use an "unengineered agricultural
> building" made of cold-formed steel as most of the envelope for a
> large woodshop. I have my roof diaphragm problems solved, because it's
> being furred out & covered w/ plywood (underside). Does anyone have
> experience using corrugated metal for shearwalls? It seems like the 4
> ½", 20ga corrugated partition panels supplied with the kit should have
> a lot of shear resistance if connected properly. If I could prove it,
> it would be a shame to require wood shearwalls to be built right
> beside them.
>
> thanks,
>
> Gordon Goodell
>
******* ****** ******* ******** ******* ******* ******* ***
* 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@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
******* ****** ****** ****** ******* ****** ****** ********