Started by MishaZ, December 22, 2020, 06:13:35 PM
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Quote from: MishaZ on December 28, 2020, 11:41:43 AMOhhh, and there is a matter of this being in FL where there are hurricane code requirements... Will M&T be sufficient to comply with hurricane code requirements? Hurricane rafter ties are not the most attractive looking things.
Quote from: Don P on August 12, 2022, 04:04:04 PMA quick walk thru of some checks I see;The ridge is a uniformly lo0aded beam with a 14' span. The tributary area in square feet is the length of the roof x half of the width of the building. The load per square foot is ~10 psf dead load + ~20 psf (wind... min?).Each end of the ridge is on a post center point loading the tie beam. Half of the ridge uniform load is now a point load at midspan on the tie. Since this is a square building and because a center point load creates twice the bending force of a uniformly distributed load... even though the load on the tie is half that of the ridge, they are equally stressed in bending, kinda cool.
Quote from: Don P on August 14, 2022, 05:25:18 PMTributary area to the ridge is ~7'x~14'=~100sf x 30psf (20LL,wind+ 10psf DL)=3000lbs uniformly distributed along the ridge by the common rafters.Go Here and start plugging in numbers;Design for Bending (forestryforum.com)In #2 cypress I'm getting a 6x10 for the ridge.
Quote from: Don P on August 15, 2022, 08:21:57 PMThat is the way it is conventionally done, on the horizontal projection. There is always room to stare deeper into the hole :D. I do think it is reasonably conservative.I'm not worried about the beam or rafter dimensions, and it is easy enough to secure the roof together so that it stays together in the wind. Whether it will stay on its perch is another matter. From any wind direction there are only 2 relatively small braces in compression keeping it upright.
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