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Tag:B2 4.68 kips <br />Member: <br />L = 19.25 ft <br />No. Members: 1 <br />L = 19.25 ft 2.79 kips 2.79 kips <br />A = 62.34 in² <br />S = 123.39 in³Shear and Moment Diagrams <br />I = 732.62 in⁴ <br />E = 2,000,000 psi <br />Va = 12.05 kips <br />Ma =29.82 k-ft <br />CD = 1.25 <br />CF =1.00 <br />CV =1.00 <br />Cr =1.00 Mmáx = 24.68 k-ft <br />Total Load L/n=180 Vmáx = 2.79 kips <br />Live Load L/n=240 <br />Uniform Loads Shear: <br />D (psf) L (psf) Trib. (ft) W Vmáx = 2.79 kips <br />15 20 1.33 47 Vallow = 15.07 kips 19% <br />OK <br />Flexure: <br />Mmáx =24.68 k-ft <br />Σw =0.047 klf Mallow =37.32 k-ft 66% <br />OK <br />Point Loads (P1)x1 = 9.63 ft <br />D (psf) L (psf) Trib. 1 (ft) Trib. 2 (ft) W Deflection: <br />2005.71 2674.29 1 1 4680 <br />D(D+L) = 0.92 in 72% <br />L <L <br />252 180 <br />Σw =4.680 kips OK <br />Point Loads (P2)x2 = 0.00 ft D(L ONLY) =0.52 in 55% <br />D (psf) L (psf) Trib. 1 (ft) Trib. 2 (ft) W <br />L <L <br />440 240 <br />OK <br />Σw =0.000 kips USE:1- 5.25X11.875 PSL <br />5.25x11.875 PSL <br />𝐷= <br />15 <br />24-204 <br />2201 HALLADAY ST. <br />940 E Anahurst Pl & 2201 <br />S Halladay11/25/2024