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BEAM ANALYSIS Typical Check Allowable Tension Stress for Bottom Flange Lflange-bot = B - (2 . r) - (2 . t) = 2.5 - (2 . 0.125) - (2 . 0.059) = 2.13 Cbottom = 2 . Lc / (Lflange-bot + 2 . Lc) = 2 . 0.243 / (2.13 + 2 . 0.243) = 0.185 Fy-bottom = Cbottom . Fyc + (1 - Cbottom) . Fy = 0.185 . 76 + (1 - 0.185) . 55 = 58.91 Fya = Fya-top = 61.33 ksi Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT II) Check Bending Capacity MCenter = f . Mn = W . L . W . Rm / 8 W = LRFD Load Factor = (1.2 . DL + 1.4 . PL + 1.4 . 0.125 . PL) / PL For DL = 2% of PL: W = 1.2 . 0.02 + 1.4 + 1.4 . 0.125 = 1.6 Rm = 1 - ((2 . F . L) / (6 . E . Ix + 3 . F . L)) = 1 - ((2 . 400 . 96) / (6 . 29500 . 4.03 + 3 . 400 . 96)) = 0.91 f . Mn = f . Fya . Sx = 75.63 in-kip W = f . Mn . 8 . (# of Beams) / (L . Rm . W) = (75.63 . 8 . 2) / (96 . 0.91 . 1.6) = 8688 lbs/pair Check Deflection Capacity Dmax = Dss . Rd Dmax = L / 180 Rd = 1 - (4 . F . L) / (5 . F . L + 10 . E . Ix) = 1 - (4 . 400 . 96) / (5 . 400 . 96 + 10 . 29500 . 4.03) = 0.89 Dss = (5 . W . L3) / (384 . E . Ix) L / 180 = (5 . W . L3 . Rd) / (384 . E . Ix . (# of Beams)) W = (384 . E . Ix . 2) / (180 . 5 . L2 . Rd) = (384 . 29500 . 4.03 . 2) / (180 . 5 . 962 . 0.89) . 1000 = 12394 lbs/pair 6 x 2.5 - .0590 (16Ga) Top flange width C =1.5 in. Bottom width B =2.5 in. Web depth A =6.0 in. Beam thickness t =0.059 in. Radius r =0.125 in. Fy =55 Fu =70 Y1 =2.71 Y2 =3.11 Y3 =2.92 Ycg =2.89 Ix =4.03 Sx =1.3 E =29500 FBeam F =400 Beam Length L =96 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 23 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024