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1722100th St SW, Everett <br /> Glennbrook stock plans <br /> Structural Calculations <br /> ETIEWURAL <br /> Overhanq roof: <br /> Woh:=8•(17)•hoof=969 Additional wind load to covered deck roof(Ibs) <br /> Roof Diaphragm Loads:Typical <br /> Roof,,:_ 0.6•(W",,f+Woh) _51 <br /> 2•wb Load to roof diaphragm (width) (plf) <br /> 0.6•Wrrooj_ <br /> Roof,:= 2• _36 Max load to longitudinal diaphragm (length)plf <br /> h <br /> Sheathing perAWC-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 plf>51 plf) <br /> Reaction at 2nd floor sill elate: <br /> Rx•I 0.6•P,0,o h' + hl =107 Max reaction at top of wall 1st floor wall to <br /> • 2 2 ) transfer to joists (plf) <br /> Check top Plate can swan stair oweninas: <br /> 12.75 Top plate span (ft) <br /> w,p:=R.-I=107 Load to top plate (plf) <br /> M,p:= w'P•/�p' =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,eq:= 12•M m _19 Section modulus required (in^3) <br /> 675•CD-CF <br /> dI,._ 5•x,,P•/,P° •1728 =0.59 Approximate deflections under wind load (in) <br /> 384.1.2.10' •90.1 <br /> Wall at stair opening does not n6baTo be balloon framed. <br /> Use typical (2) 2x6 top plate, add 4x6 top plate. OK for L/240 deflections <br /> (Sx= 32.77 in^3, Ix =90.1 in^4) <br /> By:J.Conner, PE,SE <br /> Page 5 <br />