Roof Live Load Reduction
Roof Live Load Reduction
(OP)
When should the roof live load be non reducible? It is reducible per IBC 2003 and 2006 for structural elements with tributary area over 200 sf. I see no reference to when a structures roof live load should not be reducible if the tributary area is over 200 SF.
Thanks for any help.
Thanks for any help.






RE: Roof Live Load Reduction
RE: Roof Live Load Reduction
Technically a live load, although the code might term and deal with it separately, snow loads should not be able to be reduced either since since the load is uniform when it falls - it falls on the whole roof, not just part of it, and probably drifts too. Hence no supported area reduction for structural framing members.
Mike McCann
McCann Engineering
RE: Roof Live Load Reduction
I would always consider snow as a roof load regardless of whether it is a deck or whatever else it may be. Roof loads are not reducible per code, correct?
RE: Roof Live Load Reduction
Mike McCann
McCann Engineering
RE: Roof Live Load Reduction
RE: Roof Live Load Reduction
RE: Roof Live Load Reduction
I think archeng59 is saying that roof live load can be reduced.
RE: Roof Live Load Reduction
RE: Roof Live Load Reduction
Mike McCann
McCann Engineering
RE: Roof Live Load Reduction
RE: Roof Live Load Reduction
RE: Roof Live Load Reduction
RE: Roof Live Load Reduction
RE: Roof Live Load Reduction
I agree with you that by a strict reading of the code only live loads in the table are reducible. It is not, however, the intent of the code to dissallow the reduction of the partition live load. I got a code clarification opinion from ICC which stated that partition live loads were indeed reducible.
RE: Roof Live Load Reduction
Is that from the 2006 IBC? Can you attach a copy of that, Please?
Thanks
RE: Roof Live Load Reduction
The minimum uniformly distributed roof live loads, Lo, in Table 1607.1 are permitted to be reduced according to the following provisions.
1607.5 Partition loads. In office buildings and in other buildings where partition locations are subject to change, provisions for partition weight shall be made, whether or not partitions are shown on the construction documents, unless the specified live load exceeds 80 psf. The partition load shall not be less than a uniformly distributed live load of 15 psf.
RE: Roof Live Load Reduction
All above, I started a thread on this very subject re partition loads, considered Live in ASCE-7. My question was the interpretation of ...'In office buildings and in other buildings where partitions are subject to change ...'. My question was would you consider residential apartment buildings and hotels to be buildings where the partitions are subject to change? and therefore require a minimum partition allowance of 15psf? For seismic the effective weight must include 10psf where a partition allowance is used. Have a hot one going on with a local building official on this one so any comments, experience or opinions would be appreciated. My opinion in these types of buildings (residential apartments and hotels) the probability of moving partitions or unknown partitions, as compared to an office building is zero, fire separations between suites, especially when the occupancy live load is 40 psf residential vs 50 psf of an office which will dictate an future use of the building at the end of the day. Looking for some input here. Has a huge seismic and foundation implications.
Don't know how to reference this previous thread so I'll bring it back up as it stopped after WillisV's reply
RE: Roof Live Load Reduction