You didn't mention an area. So this may not apply, but did you consider
doubling the snow load at the eave? Also, what about bracing the
compression edge of the 2x6. Most designs consider the top to be in
compression, directly attached to the plywood sheathing. With the 5'
eave, the bottom goes into compression, will you attach plywood to the
Jake Watson, E.I.T.
Salt Lake City, UT
P.S. Just my $0.02, but using a raised heel as recommended by David
Handy would probably be a good idea.
Richard Lewis wrote:
> I am working on a wood framed project where the architect wants to have a
> 5'-0" eave overhang. Roof is a 3:12 pitch. The main roof framing members
> are prefab wood trusses @ 2'-0" on center. I was looking at using Doug-Fir
> No. 2 lumber. For a 2x6, using Cd=1.25 and Cf=1.3 I calculate an allowable
> moment of 896 ft.-lbs. My concern is with a roofer during construction, or
> renovation. The roofing material will be metal roofing. Using this design
> moment the maximum weight of a roofer standing out at the edge of the eave
> would be about 180 pounds. I don't think this is enough capacity for a
> roofer (please nobody take this personally).
> I can fiddle with the Cd value to a higher number, since the duration of
> Cd=1.25 is 7 days, but I don't gain a lot.
> What has been the experience of others on the list? Anybody design a 5'-0"
> eave? Anybody do it with a 2x6? What should I specify as loading for the
> truss manufacturer. I need to stick frame some of the eave at various
> locations. Any recommendations for or against using a 2x6 and hoping the
> roofer is not too heavy?