3421 W Segerstrom Ave - Plan - Laserfiche WebLink

Home Browse Search

BEAM ANALYSIS 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 . 360 . 96) / (6 . 29500 . 1.55 + 3 . 360 . 96)) = 0.82 f . Mn = f . Fya . Sx = 43.5 in-kip W = f . Mn . 8 . (# of Beams) / (L . Rm . W) = (43.5 . 8 . 2) / (96 . 0.82 . 1.6) = 5548 lbs/pair Check Deflection Capacity Dmax = Dss . Rd Dmax = L / 180 Rd = 1 - (4 . F . L) / (5 . F . L + 10 . E . Ix) = 1 - (4 . 360 . 96) / (5 . 360 . 96 + 10 . 29500 . 1.55) = 0.78 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 . 1.55 . 2) / (180 . 5 . 962 . 0.78) . 1000 = 5430 lbs/pair 4.00 x 2.75 -0.059 Top flange width C =1.75 in. Bottom width B =2.75 in. Web depth A =4.0 in. Beam thickness t =0.059 in. Radius r =0.09 in. Fy =55 Fu =65 Y1 =1.72 Y2 =2.13 Y3 =1.98 Ycg =1.87 Ix =1.55 Sx =0.78 E =29500 FBeam F =360 Beam Length L =96 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 16 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023