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W = 3.64 (k ) Left Eave Height = 18.00 <br /> Force, V = 8.92 (k ) Right Eave Height = 18.00 <br /> Force, E = 1.20 (k ) <br /> Seismic Formula <br /> Wind Bents <br /> Front R = 3.50, Rho= 1.30 Base Shear, V = 0.667'Ie'F05s'W/R <br /> Cs = 0.2351 <br /> W = 2.30 (k ) Vmin = 0.044'5ds•Ie•W <br /> Force, V = 8.54 (k ) Vmax = 5d1'Ie'W/(T'R) <br /> Force, E = 0.70 (k ) <br /> Back R = 3.50, Rho= 1.30 T(Moment_Frame) = 0.296 <br /> Cs = 8.2351 Shear Force, E = Rho'V <br /> W = 2.30 (k ) (Rigid frame, endwall frame, wind bent, wind column & base reactions) <br /> Force, V = 0.54 (k ) <br /> Force, E = 0.70 (k ) T(Braced_Frame) = 0.182 <br /> Shear Force, Em = omega'V <br /> Rigid Frames (Wall diagonal bracing, splice at rigid frame & wind bent knee) <br /> R = 3.50, Rho= 1.38 <br /> Cs = 0.2351 <br /> Frame 1 W = 2.42 (k ) Note: Applied load is seismic force multiplied by load combination <br /> Force, V = 0.57 (k ) <br /> Force, E = 0.74 (k ) Fa"5s = 1.234 <br /> Zone/Design Category= 0 <br /> End Plates Ie = 1.000 <br /> Frame R = 3.50, Rho= 1.00, Omega. 3.00 Si = 0.433 <br /> Wind Bent R = 3.50, Rho= 1.00, Omega= 3.00 Shc = 0.538 <br /> Sds = 0.822 <br /> Total Base Shear <br /> Longitudinal Seismic Dead Load, W <br /> Force, V = 1.08 (k ) <br /> Transverse Frame Dead _ 2.88 (psf ) <br /> Force, V = 1.14 (k ) Roof Dead = 2.00 (psf ) <br /> Collateral = 1.00 (psf ) <br /> Roof Total a 5.00 (psf ) , Weight= 2.69 (k ) <br /> Left EW Dead = 2.00 (psf ) , Weight. 0.48 (k ) <br /> Front SW Dead = 2.00 (psf ) , Weight= 0.36 (k ) <br /> Right EW Dead a 2.00 (psf ) , Weight= 0.48 (k ) <br /> Back SW Dead = 2.00 (psf ) , Weight= 0.36 (k ) <br /> Extensions <br /> Front SW Total a 14.08 (psf ) , Weight= 0.45 (k ) <br /> Back SW Total = 14.08 (psf ) , Weight= 8.45 (k ) <br /> Total = 5.27 (k ) <br /> Seismic Forces <br /> Roof Bracing <br /> R = 3.25, Rho= 1.30 <br /> Cs = 8.2532 <br />