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ARCHITECT JOB <br />ENGR. MC DATE:0.00 SHEET NO. <br />TAG:Y1.1 ( 3.58 ft),Y1.2 ( 3.92 Y1.3 ( 6.33 ( 0.00 ft) <br />FORCE: <br />SEISMIC GOVERNS <br />=kips Load Comb. :(0.6-.14SDS) D + E <br />SDS :1.18 <br />SHEAR STRESS <br />Y1.1 :L1=ft v=lbs =plf <br />Y1.2 :L2=ft ft <br />Y1.3 : L3=ft <br />: L4=ft <br />Ltotal=ft <br />OVERTURNING <br />height= 8.10 ft <br />MOT=x x 8 = <br />ROOF:psf x ft =plf h/w= 2.26 1.25-0.125h/b factor=0.97 <br />WALL:psf x ft =plf <br />w =plf Vallow= 340 x 0.97 = <br />MR=x 3.58 ^2/2 =k-ft USE: <br />TYPE 6 <br />- 0.43 x =kips <br />kips OK USE:4 x 4 POST w/ <br />height= 8.10 ft <br />MOT=x x 8 = <br />ROOF:psf x ft =plf h/w= 2.07 1.25-0.125h/b factor=0.99 <br />WALL:psf x ft =plf <br />w =plf Vallow= 340 x 0.99 = <br />MR=x 3.92 ^2/2 =k-ft USE: <br />TYPE 6 <br />- 0.43 x =kips <br />kips OK USE:4 x 4 POST w/ <br />T= <br />Tallow=3.08 <br />WALL:Y1.2 <br />2.95 <br />130 <br />4 <br />Unit load Tributary <br />6.77 <br />3.92 <br />60 <br />16 <br />15 <br />8 <br />3.92 <br />1.45 <br /> <br /> <br />60 <br />130 <br />13.83 <br />3.58 <br />1.58 <br />3.58 <br />3.58 <br />3.92 <br />6.33 <br />0.00 <br />1.22 <br />1.22 <br />8 <br />6.2 <br />13.83 <br />Y1.1 <br />T= <br />Tallow= <br />6.2 <br />3.08 <br />WALL: <br />0.190 <br />16 <br />2.95 <br />0.190 <br />1.576.77 <br />April 22, 2025 <br />415 <br />TributaryUnit load <br />1.45 <br />2.95 <br />SHEARWALL CALCULATIONS <br /> <br />2950 213 <br /> <br />13.83 <br />HDU2 <br />337 <br />HDU2 <br />190 <br /> 13.83 <br /> <br /> <br /> <br />329190 <br />51