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Calculation: Framing Analysis 18-91 <br /> Check Existing Girder Truss for loading from the mechanical Unit <br /> Dead Load= 16 psf Total New Unit Wgt= 1200 bls <br /> Snow Load= 25 psf Portion on Girder= 100% <br /> Live Load= 20 psf <br /> Tributary= 56.33 ft Occurs at= 21.5 ft <br /> Span= 59.5 ft <br /> Basic Anal sis <br /> 8.Simple Beam-Conc.PL at any Point a: 21.50 ft. Mmax: 197.73 k-in. Deflection: Deflection At PL: <br /> P b: 38.00 ft. Vt�: 0.7664 k E: 29000 ksi Aat a: 0.446 in. <br /> a b P: 1.20 k RI: 0.7664 k IX: 600.0 in. <br /> R AL Rz R2: 0.4336 k AMAx: 0.47 in. <br /> 0.766 k 0.434 k L/ 1514 <br /> Member Properties: BLC: Area Loading: Line Loading: <br /> Trib.Width: 56.33 ft. D: 16 psf 0 plf Self Weight: 0 plf <br /> Span,Ll: 59.5 ft. L: 0 psf 0 plf w <br /> E: 29000 ksi Lr: 20 psf 0 plf Rl R <br /> 1: 600 in a S: 25 psf 0 plf — L z <br /> Servicabili, Design. ASD LC: M..: R..&V..: <br /> AD: 14.61 in. L/ 49 D+L= 4786 k-in. 26.8 k <br /> AL: 0.00 in. L/ N/A D+Lr= 10769 k-in. 60.3 k <br /> A,,: 18.26 in. L/ 39 D+S= 12264 k-in. 68.7 k <br /> As: 22.82 in. L/ 31 D+0.75L+0.75Lr= 9273 k-in. 52.0 k <br /> AD+L: 14.61 in. L/ 49 D+0.75L+0.75S= 10395 k-in. 58.2 k <br /> Maximum Moment without RTU= 12264 k-in <br /> Maximum Shear without RTU= 68.7 k <br /> Max Increase in Moment from RTU= 1.61% Less than 5%-Therefor OK <br /> Max Increase in Shear from RTU= 1.12% Less than 5%-Therefor OK <br /> 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 <br /> Project: Casino Road RTU Pg.No: A-9 <br /> AU E Address: 2525 Casino Rd,Everett,WA 98204 Date: 12/22/2023 <br /> Client: ACCO Engineered Systems Job No.: 23454 <br />