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1722 100th St SW, Everett <br /> Glennbrook stock plans <br /> Structural Calculations <br /> EKEVIEW <br /> L <br /> ,cam J 7p, <br /> � 1.. <br /> Gwe <br /> Transverse ,. Longitudinal <br /> 1'%A ind 1p9t. <br /> Transverse Loadina:to roof diaphragm <br /> 13;:=PSo 0•(2•a)•(12)+P,o �•(Ib—(2'a))'I /I.)+PSo i'2•a•h,.00f+Pso s (lb—2'a)'It,00f=2991 <br /> TV,ruin:=16 Ib' IZ+8•Ib•h of=4477 Min roof load (Ibs) <br /> Ifs„nof:=max(If„W,,,,,,,)=4477 Design roof load (Ibs) <br /> Transverse loading: to 2nd floor diaphragm <br /> W2:=PSo,0•(2'a) h, + !�� +PSo z•(/b—(2•a)) b2 +h1 -4892 Trans load to 2nd floor(Ibs) <br /> �( 2 2 ) �( 2 2 <br /> 11 t2 ;,,:=16•lb•(I11 2 + h2)=5032 Min load to 2nd floor(Ibs) <br /> li,,:=max(If,,Tt2i,,in)-5032 Design load to 2nd floor(Ibs) <br /> Roof uplift: <br /> 0.6•PS "fib +0.6.12• Isb =-76 Max uplift(plf)at Zone E minus 12 psf Truss DL <br /> I1'„1i1r� = <br /> ( o,a• 2 2 <br /> Use Simpson H1 for roof hold downs.OK for 42_5 Ibs ea=212 plf uplift cQ 24"o.c.,220 <br /> plf in plane loads,82 plf out of plane <br /> Check reaction at top of wall: <br /> R,.:=0.6•PSo <br /> h, Max reaction at top of wall to transfer to <br /> o•2=50 trusses(plf) <br /> e nails ea trus <br /> By:J.Conner, PE, SE <br /> Page 3 <br />