California Building Code and Anchoring Nonstructural Components

[nutte]

I'm designing anchors for a nonstructural component. These are stainless steel post-installed anchors to secure the component to the concrete floor or foundation. Stainless is required by the client, and these are in high-seismic areas.

ACI 318-08, section D.3.3.6, says that if you can't get a ductile steel element to be the weak link, you have to reduce your calculated capacity by a factor phi-non-ductile=0.4. The 2010 California Building Code (section 1908.1.9) amended this section for nonstructural components. If the anchors were sized per ASCE 7-05 section 13.4.2, you don't have to use the 0.4 factor in D.3.3.6. So for nonstructural components, if you calculate your forces per 13.4.2, you don't have to use phi-non-ductile of 0.4.

My current project is under the 2013 California Building Code / ASCE 7-10 / ACI 318-11. ACI 318-11 has removed the phi-non-ductile factor. Instead you have to increase the seismic forces by the overstrength factor omega-naught. I was hoping to find a similar exception in the 2013 California Building Code, letting up on the overstrength factor requirement for nonstructural components. But I can't find any such exception in chapter 19 or 19A of the 2013 California Building Code.

Does anybody here know if the 2013 California Building Code addresses this issue for nonstructural components?

 

[wannabeSE]

OSHPD (California Hospitals) is expecting to see Ω₀ (or meeting other requirements in D.3) in the calculations. I was looking at OSHPD's pre-approved details for partitions and they may be using it for shot pins too.

http://www.oshpd.ca.gov/fdd/Pre-Approval/preapprovedDetails-dtaTable.html.

 

[jdgengineer]

It was removed from the code. No longer applies.

 

[nutte]

Thank you for the replies.