Non-structural wall support

[BAGW]

Hi,

I have a scenario where there is a fire wall (non-load bearing non-structural wall) attached to mezzanine and roof level. At the Roof level is a deck (flexible diaphragm) and at the mezzanine level is a concrete floor (rigid diaphragm). I am using chapter 13 to calculate the anchorage forces. Treating wall as interior nonstructural wall with ap = 1.0 and Rp = 2.5. The table in the chapter has a suffix "b" which puts me into chapter 12 due to flexible diaphragm at the roof. I dont think this really applies to the scenario I have as the wall is nonstructural and attached to both roof and mezzanine. Any thoughts? Is there any exception I can use. The structure is in SDC "B"

Thanks

 

[Aesur]

What exactly is your issue/question? Are you just referring to the forces of attachment? If so, are they really that high that this is a concern to make work?

Another thought - you say "fire wall" are you sure you can support this on a slab below and diaphragm above without breaking said elements? Fire walls are typically exterior elements completely breaking the building that cannot fall should either side fall. Maybe you are referring to a fire or smoke barrier instead?

 

[BAGW]

I am taking about a fire wall which is interior of a building which is attached to roof and the mezzanine level on either side of the wall.

My question is how do you calculate the anchorage forces for such scenarios?

Is it based on Chapter 13?