1995 S Standard Ave- Bays - Plan

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BEAM ANALYSIS Bay 1 - 120" (Option 1) Check Allowable Tension Stress for Bottom Flange Lflange-bot = B - (2 . r) - (2 . t) = 2.75 - (2 . 0.09) - (2 . 0.059) = 2.45 Cbottom = 2 . Lc / (Lflange-bot + 2 . Lc) = 2 . 0.188 / (2.45 + 2 . 0.188) = 0.133 Fy-bottom = Cbottom . Fyc + (1 - Cbottom) . Fy = 0.133 . 73 + (1 - 0.133) . 55 = 57.44 Fya = Fya-top = 58.78 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 . 230 . 120) / (6 . 29500 . 2.72 + 3 . 230 . 120)) = 0.9 f . Mn = f . Fya . Sx = 58.0 in-kip W = f . Mn . 8 . (# of Beams) / (L . Rm . W) = (58.0 . 8 . 2) / (120 . 0.9 . 1.6) = 5362 lbs/pair Check Deflection Capacity Dmax = Dss . Rd Dmax = L / 180 Rd = 1 - (4 . F . L) / (5 . F . L + 10 . E . Ix) = 1 - (4 . 230 . 120) / (5 . 230 . 120 + 10 . 29500 . 2.72) = 0.88 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 . 2.72 . 2) / (180 . 5 . 1202 . 0.88) . 1000 = 5380 lbs/pair 5.0 x 2.75 -0.059 Top flange width C =1.75 in. Bottom width B =2.75 in. Web depth A =5.0 in. Beam thickness t =0.059 in. Radius r =0.09 in. Fy =55 Fu =65 Y1 =2.24 Y2 =2.61 Y3 =2.47 Ycg =2.39 Ix =2.72 Sx =1.04 E =29500 FBeam F =230 Beam Length L =120 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Behr Process Corp Interlake-Mecalux_Gabr 1995 S Standard Av Santa Ana, CA 14 kelvira 4/11/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240411_15