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Calculation: Framing Analysis 18-91 <br /> Check Existing trusses 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= 50% <br /> Live Load= 20 psf Max Portion to Truss= 25% <br /> Tributary= 6.5 ft Occurs at= 4.5 ft <br /> Span= 56.33 ft <br /> Basic Analysis <br /> 8.Simple Beam-Conc.PL at any Point a: 4.50 ft. M.�: 14.91 k-in. Deflection: Deflection At PL: <br /> P b: 51.83 ft. Vma�: 0.276 k E: 29000 ksi A,a: 0.230 in. <br /> a b No P: 0.30 k Rl: 0.276 k Ix: 25.0 in. <br /> 4 <br /> Rl A R2 R2: 0.024 k AMAx: 0.65 in. <br /> 0.276 k 0.024 k L/ 1042 <br /> Member Properties: BLC: Area Loadim Line Loadin¢: <br /> Trib.Width: 6.5 ft. D: 16 psf 0 plf Self Weight: 0 plf <br /> Span,Ll: 56.33 ft. L: 0 psf 0 plf w <br /> E: 29000 ksi Lr: 20 psf 0 plf R, R <br /> I: 25 in a S: 25 psf 0 plf L z <br /> Servicability Design: ASD LC: M..: Rmax&Vmax: <br /> AD: 32.50 in. L/ 21 D+L= 495 k-in. 2.9 k <br /> AL: 0.00 in. L/ N/A D+Lr= 1114 k-in. 6.6 k <br /> ALr: 40.62 in. L/ 17 D+S= 1268 k-in. 7.5 k <br /> As: 50.78 in. L/ 13 D+0.75L+0.75Lr= 959 k-in. 5.7 k <br /> AD+L: 32.50 in. L/ 21 D+0.75L+0.75S= 1075 k-in. 6.4 k <br /> Maximum Moment without RTU= 1268 k-in <br /> Maximum Shear without RTU= 7.5 k <br /> Max Increase in Moment from RTU= 1.18% Less than 5%-Therefor OK <br /> Max Increase in Shear from RTU= 3.68% 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-8 <br /> AU E Address: 2525 Casino Rd,Everett,WA 98204 Date: 12/22/2023 <br /> Client: ACCO Engineered Systems Job No.: 23454 <br />