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1722100th St SW, Everett <br /> Glennbrook stock plans <br /> Structural Calculations <br /> KEVIEW <br /> IM <br /> TRUCTURAL <br /> Overhang roof: <br /> T,VoI,:=8.(17)•h,nOf=969 Additional wind load to covered deck roof(Ibs) <br /> Roof Diaphragm Loads:Typical <br /> Roof,'—._ 0.6•�If n�of+ =51 <br /> 2-wb Load to roof diaphragm (width)(plf) <br /> Roof:_ —36 Max load to longitudinal diaphragm (length)plf <br /> 2-lb <br /> Sheathing per AWC-SDPWS <br /> - Standard details call for 7/16" sheathing grade panels, unblocked diaphragm w/8d nails @ <br /> 6" O.C. boundaries and panel edges, 12" o.c. field. OK for 323 plf <br /> Standard details call for Simpson 1-11's @ 48 o.c. OK for 110 plf> 51 plf <br /> Standard details call for(1)Simpson L30 gable end trusses to top plate. No Good - Use L30 <br /> @ 48"o.c. gable end truss to top plate (OK for 54 pif> 51 plf) <br /> Reaction at 2nd floor sill Ip ate: <br /> R,q:=0.6•Ps ,o + Io 1 =107 Max reaction at top of wall 1st floor wall to <br /> •(h2 <br /> 2 2 transfer to joists (plf) <br /> Check top plate can span stair openings: <br /> 1v:=12.75 Top plate span (ft) <br /> ►t��,;=R,,,,=107 Load to top plate (plf) <br /> z <br /> M 11'`P•IT =2176 Max bending moment(ft-Ibs) <br /> 8 <br /> CD:=1.6 Load duration factor for wind <br /> CF:=1.3 Size factor for 2x6 <br /> S,r9:- 12•M'P = 19 Section modulus required (in^3) <br /> 675•CD•CF <br /> a <br /> df,:= 5•ily�,•!,v •1728 =0.59 Approximate deflections under wind load (in) <br /> 384.1.2.10' •90.1 <br /> Wall at stair opening does not need to be balloon framed. <br /> Use typical (2)2x6 top plate, add 4x6 top plate. OK for L/240 deflections <br /> (Sx = 32.77 inA3, Ix =90.1 inA4) <br /> By:J.Conner, PE,SE <br /> Page 5 <br />