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I <br /> III <br /> • Langford Residence 8 <br /> 7507 E Heather Way <br /> Structural Calculations <br /> 2nd floor Shear Walls:Perforated s hear walsAFPAspecial provisions,4.3 <br /> -East/west end walls experience higher shear loads. <br /> (i)d := 0.5 <br /> ASD resistance factor per 4.3.3 <br /> least' `'b =29 Total length of wall(ft) <br /> 0.6Wtroof <br /> Uniform Shear load to south wall,2nd floor(plf) <br /> "east 2-least — 139 0.6 factor forASD loading <br /> 23 Peast== Percent of full-height sheathing <br /> =0.793 <br /> 'east <br /> C := 0.91 Capacity adjustment factor <br /> oeast <br /> vw d•Coeast 730 =332 <br /> Existing 3/8"sheathing grade panels,8d nails @ 6"o.c.at panel edges, 12"o.c.field. <br /> OK for 332 plf(reduced).Therefore main floor shear walls OK <br /> Check Chord Forces at panels:South wall <br /> east 12'least(h2 + 0.5•hroof) = 3799 Weight of wall(resists uplift(Ibs) <br /> 0.6.0.5Wtroof•(h2 + 0.5hroof) —0.5.0.6-weast least <br /> TCeast' <br /> =525 Max Tension(Ibs) <br /> 23•C <br /> oeast <br /> - TCeast f —32 Compressive stress in(2)2x6 stud(psi) <br /> C 35.5 <br /> TCeast Tensile stress in(2)2x6 studs(psi) <br /> ft:_ —3�2 <br /> 35.5 <br /> T:= TCeast= 525 Max chord tension(Ibs) <br /> Ft= 400 Allowable tensile stress for Hem-fir Stud(psi) <br /> CD:= 1.6 Load Duration Factor <br /> Cf:= 1.0 Size Factor for 2x members <br /> Fpt:= Ft-CD.C f Fpt=640 Factored allowable tensile stress(psi) <br /> FC= 800 Factored allowable compressive stress,psi <br /> check:= "OK" if FC >_fc A Fpt>ft check= "OK" <br /> "NG" otherwise <br /> Chord forces are minimal.Any Simpson strap/anchors are adequate for chord forces <br /> By: J. Conner, PE, SE Langford Structural Calcs.xmcd <br /> 2/26/2020 <br /> i0I ►2 <br />