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Gravity Beam Design <br />RAM SBeam v07.00.00 <br />04/22/24 02:03:48 <br />STEEL CODE: AISC 360-16 LRFD <br />SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (38.00,0.00) <br />Beam Size (User Selected) = W21X50 Fy = 50.0 ksi <br />Total Beam Length (ft) = 38.00 <br />Mp (kip-ft) = 458.33 <br />Top flange not braced by decking. <br />POINT LOADS (kips): <br />Flange Bracing <br />Dist (ft) DL LL PartL Top Bottom <br />19.000 3.61 0.00 0.00 No No <br />LINE LOADS (k/ft): <br />Load Dist (ft) DL LL PartL <br />1 0.000 0.050 0.000 0.000 <br />38.000 0.050 0.000 0.000 <br />SHEAR (Ultimate): Max Vu (1.4DL) = 3.86 kips 1.00Vn = 237.12 kips <br />MOMENTS (Ultimate): <br />Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn <br />kip-ft ft ft kip-ft <br />Center Max + 1.4DL 60.7 19.0 38.0 1.27 0.90 71.40 <br />Controlling 1.4DL 60.7 19.0 38.0 1.27 0.90 71.40 <br />REACTIONS (kips): <br />Left Right <br />DL reaction 2.76 2.76 <br />Max +total reaction (factored) 3.86 3.86 <br />DEFLECTIONS: Ratio <br />Dead load (in) at 19.00 ft = -0.332 L/D = 1373 <br />Live load (in) at 19.00 ft = -0.000 <br />Net Total load (in) at 19.00 ft = -0.332 L/D = 1373 > 240 0.17 <br />P1.32 <br />Deflection <br />-0.4 <br />0.0 <br />Max DL Shear = 3.86 kips <br />Max Shear = 3.86 kips <br />Max Pos Moment = 60.65 kip-ft at 19.000 ft <br />D2-D1=0.102" FROM MID <br />Deflection per 12' is < 1/8 " <br />W/ NANA WALL <br />STACKED AT MIDDLE <br />(UNLIKELY) <br />D2=0.332 in @ midD1=0.23 in @ mid <br />6 E Hutton Center Dr <br />Unit# 625 & 6509/23/2024