Double top plate lap splice1/23/2024 ![]() I don't know what kind of material you are using, but for #2 SPF, where's the problem? In addition, you have OSB nailed to one side of the top plate. When the joist reaction falls 4" from the center of a stud, the maximum shear is 798*12/16 = 598.5# and the unfactored shear stress is 57 psi. In that case, the unfactored shear is 399# and the maximum shear stress is 399/(2*1.5*3.5) = 38 psi. So the bending stress in each 2x4 is 1216 psi. The simple span moment in that case is 798*16/4 = 3192"#, i.e. ![]() The unfactored reaction on each joist is 29*(15 + 40)/2 = 798#.Īssuming that every fourth joist aligns with a stud, the worst case for bending in the top plate is when the joist reaction is midway between studs. You are designing for a 29' span with a LL of 40 psf and a DL of 15 psf. Your joists are spaced at 12" centers (correct me if I am wrong). RE: Double top plate on stud wall ykmz (Structural) I would skip all of these unusal details and add a conventional beam with pads and posts at center line. Regarding previous (albiet mute) posts about using a rim to "spread load" remember that this only works when you connect to the rim via facemount hanger, especially for the end reaction you are dealing with. Adding a beam at centerline will reduce that by half and improve your overall floor performance. To get a perspective, your floor is approximately 21% wood (3 1/2" flange/16" o.c.). It is generally cheaper in residential construction to run more frequent supports (i.e. We design for 40 on low end residential and 50+ on upper end when using this software. A good check is using the TJbeam freeware, and noticing that the proprietary "Pro rating" for a similar product, the TJI560 14" joist under similar conditions is 18. Based on the vibration studies we have done, and without going into yet another topic here, vibration will be a problem with a majority of occupants that use your floor. What reduction in live load? Your area per joist is less than 39 square feet.you don't get any reductions from Equation 16-24 or 16-25 (IBC 2006).Īnd your live load deflection is more like L/397. "by using reduced live load ( normally I don't use this for residential".
0 Comments
Leave a Reply.AuthorWrite something about yourself. No need to be fancy, just an overview. ArchivesCategories |