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1722 100th St SW, Everett <br /> Glennbrook stock plans <br /> Structural Calculations <br /> EU <br /> Overhang roof: <br /> iV.),:=8.(17)•h,nof 969 Additional wind load to covered deck roof(Ibs) <br /> Roof Diaphragm Loads:Typical <br /> 0.6•(►Vr,.00f+NOh) =51 <br /> Roof,,,:= 2•��b Load to roof diaphragm (width)(plf) <br /> 0.6•fy"Of—36 Max load to longitudinal diaphragm (length)plf <br /> Roof:= 2•16 <br /> — <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 H1'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 plf> 51 plf) <br /> Reaction at 2nd floor sill plate: <br /> /12 /rf Max reaction at top of wall 1 st floor wall to <br /> • 2 2 transfer to joists (plf) <br /> Check top plate can span stair openings: <br /> !fy'=12.75 Top plate span (ft) <br /> Ivry:=R,,.,=107 <br /> Load to top plate (plf) <br /> ",ry•lip <br /> 2 =2176 Max bending moment(ft-Ibs) <br /> Mry•Cp:=1.6 8 <br /> Load duration factor for wind <br /> � CF:=1.3 <br /> Size factor for 2x6 <br /> 12•Mry = 19 Section modulus required (inA3) <br /> 675•CD•CF <br /> 5.>pry•/ry° •1728 =0 59 Approximate deflections under wind load (in) <br /> dry 384.1.2.106 •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 />