Glass Railing Anchorage Deisgn

[msdengineer]

I am working on designing a post installed anchorage design for a new glass railing system in an existing building. I have been looking at both Simpson Strong tie anchors and Hilti anchors (adhesives, mechanical...). My question is in regards to the seismic and cracked concrete provisions of ACI 318 App. D. The building is located in a SDC "D", but a the governing loads are the live load requirements from IBC 1607.7. So do I have to run my analysis assuming cracked concrete and with the reduction factors for a SDC "C-F"?

I do not know what the likelihood of the full live load being applied and having a seismic event at the same time is, but is seems low. If this was anchorage for a column (main structural support) I would see the importance. Just wondering if I am missing something here. Thanks in advance.

 

[Lion06]

I always assume cracked concrete, it's just a good thing to do. While a railing isn't as critical as a column it is directly keeping someone from a fall.