Laserfiche WebLink
1722 100th St SW, Everett <br /> Glennbrook stock plans <br /> Structural Calculations <br /> AKEVIEVJ <br /> TRUCTURAL " <br /> ING <br /> 2na floor Shear Walls Perforated shear walls AFPA special provisions.4.3 <br /> ASD resistance factor per 4.3.3 <br /> Rear Wall: <br /> Total length of south wall (ft) <br /> 12oz:=x'b=32 <br /> 0.6•(IV„nof+►VOO =51.1 Uniform Shear load to south wall, 2nd floor(plf) <br /> ''202 2'12a2 0.6 factor for ASD loading <br /> 22 Percent of full-height sheathing <br /> P202'=—=0.7 <br /> 120 <br /> Co2a2:=0.77 <br /> Capacity adjustment factor <br /> 1'2c:_Od'Co2a2.730=281 <br /> Shear wall capacity (plf) <br /> se 378 she hg grade panels, 8d nails @ 6"o.c. at panel edges, 12" o.c. field. <br /> OK for 281 plf(reduced <br /> 0.6•If""'f=42 Max shear transfer to 1st floor(plf) <br /> 2a2max:= <br /> 2.12a2 <br /> Check Chord Forces at panels: <br /> 11'202:=12.1202•(112)=3072 Weight of wall (resists overturning)(Ibs) <br /> 0.6.0.25•TVrroof•(h2)—0.6.0.5•"'20 '12.2 =—1424 Max Tension (Ibs) <br /> TC2nz°= 22•C <br /> o2n2 <br /> ,;'Ko net uplift.Weight of wall is sufficient to resist uplift. No additional straps required. <br /> By:J.Conner,PE,SE <br /> Page 6 <br /> I <br />