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1722 100th St SW, Everett <br /> Glennbrook stock plans <br /> Structural Calculations <br /> EIT <br /> 2nd Floor, Front Wall: <br /> 12a:="'b=32 Total length of south wall (ft) <br /> 0.6.lyt'. 'f <br /> v2a:= =42 Uniform Shear load to south wall, 2nd floor(plf) <br /> 2.12a 0.6 factor for ASD loading <br /> 17 Pea:_ =0.5 Percent of full-height sheathing <br /> — <br /> 1Zaz <br /> Co2a:=0.67 Capacity adjustment factor <br /> I'2ar:_¢d•Cola•730=245 Shear wall capacity (plf) <br /> Use 318"sheathing grade panels, 8d nails @ 6"o.c. at panel edges, 12"o.c. field. <br /> OK for 245 plf(reduced <br /> 0.6•If goof_ <br /> �'za„�a.L�°_ —42 Max shear transfer to 1st floor(plf) <br /> 2.12a <br /> Use Simpson A34 @ 48"o.c., rim joist to top plate (OK for 120 plf>42 plf) <br /> Check Chord Forces at panels: <br /> w2.:=12.12a2•(h2)=3072 Weight of wall (resists overturning)(Ibs) <br /> 0.6.0.25•fi't,.aaf•(h2)—0.6.0.5.1+'2a•12a =_2118 Max Tension (Ibs) <br /> TCZa:= 17•Co2a <br /> Wo net uplift.Weight of wall is sufficient to resist uplift. No additional straps required. <br /> By:J.Conner, PE, SE <br /> Page 7 <br />