Laserfiche WebLink
0 <br />Slope for Roof = 4 on 12 1.1= Cq for enclosed part 3 for exposed part of Eave CSHEET <br />P=CeCggsl <br />For 31.5 feet of width <br />Load on eave fastener holddown 1.3.3 x 31x1=120.9 lbs per foot of length. Holddowns are <br />spaced at 2 feet centers so that portion of holddown force is 2 x 120.9= 241.8 lb. For the uplift <br />on the main roof with is 31.5 feet wide then 31.5x2 15.625 feet x 1.3 x 1.1 x 31 x 1= 693 lbs per <br />foot. For 2 foot section the uplift force is 2x693=1386 lbs. Adding the eave uplift force gives <br />1428 lbs per holddown, Since the wind is a gust the 1428 is divided by 1.6 to give 893.Ibs hold <br />down catalog value. A Simpson H10 has an uplift value of 995>893 OK <br />SHEAR WALL DESIGN <br />Wind perpendicular to house roof ridges. <br />1.3 x 31 psf x (0.8+0.5) x 74.38 x 25( ave height) = 97,420 lbs of wind force. Lower 1 stall garage <br />1.3 x 31psf x (0.8+0.5) x 10.62 x13.5=7,511 lbs <br />97,420+ 7,511=104,931 pounds <br />Length of crosswise resisting walls <br />26+23 +21 + 5.5+5.5+26=107 lineal feet <br />104,931 pounds / 107 lineal feet = 980.7 lbs per foot/1.6 for wind = 613 pounds per lineal foot <br />Nailing on crosswise resisting walls is 10 d @ 4 inches on center at panel edges and 12 inches in <br />field <br />Crosswise walls have heavier nailing the lengthwise walls. <br />Area subject to wind on short end wall ' w <br />x x <br />Length of resisting long walls 85feet-(8+16+7+15.5(= 38.5 feet on west elevation <br />85 feet-(3+12+3) = 67 feet 17 <br />Wind load = 686 x 1.3 x 31 x1= 27,656 pounds 4 <br />1 <br />27,656/2+ 13,823 feet per lone side <br />13,823/38.5= 359 pounds per foot /160 = 224 pounds per foot use 8 d nails at 6 inches on <br />center on panel edges and 12 inches on center in field. <br />13,823/67 = 206 pounds per foot/160 =129 pounds per foot use 8 d nails 2 6 inches on center <br />on panel edges and 12 inches on center in field. <br />Check seismic earthquake forces <br />