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1722 100th St SW, Everett <br /> EETE <br /> Glennbrook stock plans <br /> Structural Calculations <br /> AL <br /> 2nd floor Shear Walls: Perforated shear walls AFPA special provisions.4.3 <br /> Od:=0.5 ASD resistance factor per 4.3.3 <br /> Rear Wall: <br /> 11a2:=wb=32 Total length of south wall (ft) <br /> 0.6•(IVI,nof+1Yoh) <br /> >>,a2:= =51.1 Uniform Shear load to south wall, 2nd floor(plf) <br /> 2.12a2 0.6 factor for ASD loading <br /> 22 0.7 Percent of full-height sheathing <br /> P1o1�=— 9 <br /> 11n1 = <br /> Co2a1:=0.77 Capacity adjustment factor <br /> 1'2,:=Od-G2a2.730=281 Shear wall capacity (plf) <br /> se sheathing grade panels, 8d nails @ 6"o.c. at panel edges, 12" o.c. field. <br /> OK for 281 plf(reduced <br /> 0.6•"n.00 f— <br /> �'2a1,,,os —42 Max shear transfer to 1st floor(plf) <br /> 2.12.2 <br /> Check Chord Forces at panels: <br /> It'2a2:= 12.12r,2•(112)=3072 Weight of wall (resists overturning)(Ibs) <br /> TC,a2:= 0.6.0.25•W,,nof•(h2)—0.6.0.5.1+'20'12a2 _1424 Max Tension (Ibs) <br /> 22-G20 <br /> No net uplift. Weight of wall is sufficient to resist uplift. No additional straps requiredM <br /> By:J.Conner, PE,SE <br /> Page 6 <br />