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1722 100th St SW, Everett <br /> Glennbrook stock plans <br /> Structural Calculations <br /> AKEVIEVJ <br /> TRUCTURAL <br /> NG IN ING <br /> Q. <br /> if <br /> 41 <br /> Transverse _ �. Longitudinal <br /> Transverse Loading:to roof dig hr� aam <br /> Ids:=Ps .(2.a)•(112)+PS •(lb_(2•a)),(h2)+Pso �•2-a-h,00f+Pso s (lb-2•a)•h,,,f=2991 <br /> 0,0 2 o,z l J <br /> h2 Min roof load Ibs <br /> l�l,ni„.=16•lb•2+8•l b•h,.00 f=4477 ( ) <br /> TV, f:=max(Tf,, 4477 Design roof load (Ibs) <br /> -Transverse loadina:to 2nd floor diaphragm <br /> 1Y,:=Ps .(2•a) 112 + hI +PS .�lb_(2.�,)�. 112 + /114892 Trans load to 2nd floor(lbs) <br /> ( <br /> 0,0 •( 2 2 ) o,z 2 2)— <br /> ft i2ri,in:=16•lb•(It, <br /> + 112 =5032 Min load to 2nd floor(Ibs) <br /> 2 ) <br /> 1',2:=max(JV2,'V12,;,,)=5032 Design load to 2nd floor(Ibs) <br /> Roof ul2lift., <br /> Wb 11'b <br /> iV„p1f ft`=(0.6•Pso,a• 2 +0.6.12. 2 —76 Max uplift(pit)at Zone E minus 12 psf Truss DL <br /> 2 2 <br /> Use Simpson H1 for roof hold downs. OK for 425 Ibs ea = 212 pit uplift @ 24"o.c., 220 <br /> pit in plane loads, 82 pit out of plane <br /> Check reaction at top of wall: <br /> 11, Max reaction at top of wall to transfer to <br /> R,,.:=0.6•Pso,o•2=50 trusses (pit) <br /> use (2) 16d toe nails ea truss into top plate OK for 99 Ibs shear each. — <br /> By:J.Conner,PE,SE <br /> Page 3 <br />