6 E Hutton Center Dr Unit# 625 & 650 - Plan

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Gravity Beam Design RAM SBeam v07.00.00 04/29/24 23:37:51 STEEL CODE: AISC 360-16 LRFD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (20.00,0.00) Beam Size (User Selected) = W21X57 Fy = 36.0 ksi Total Beam Length (ft) = 20.00 Distance to Adjacent Beam on Left (ft) = 1.0 Distance to Adjacent Beam on Right (ft) = 1.0 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label Concrete thickness (in) 3.25 3.25 Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 12.00 Y bar(in) = 12.60 Mnf (kip-ft) = 489.23 Mn (kip-ft) = 489.23 C (kips) = 99.45 PNA (in) = 13.96 Ieff (in4) = 1659.19 Itr (in4) = 1659.19 Stud length (in) = 5.00 Stud diam (in) = 0.75 Rg Stud Red. Factor Rg[1] = 1.00 Rg[2] = 0.85 Rg[3] = 0.70 Rp Stud Red. Factor Rp[1] = 0.60 Rp[2] = 0.60 Rp[3] = 0.60 Stud Capacity (kips) Qn[1] = 17.1 Qn[2] = 14.6 Qn[3] = 12.1 # of studs: Full = 13 Partial = 7 Actual = 46 Number of Stud Rows = 3 Percent of Full Composite Action = 100.00 Top flange braced by decking for Composite condition. Top flange braced by decking for Pre-composite condition. POINT LOADS (kips): Flange Bracing Dist (ft) DL CDL LL PartL CLL Top Bottom 14.830 1.81 0.00 0.00 0.00 0.00 No No LINE LOADS (k/ft): Load Dist (ft) DL CDL LL PartL CLL 1 0.000 0.057 0.057 0.000 0.000 0.000 20.000 0.057 0.057 0.000 0.000 0.000 2 0.000 1.599 0.000 3.510 0.000 0.000 20.000 1.599 0.000 3.510 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 77.64 kips 1.00Vn = 184.58 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center PreCmp+ 1.4DL 4.0 10.0 0.0 1.00 0.90 348.30 Init DL 1.4DL 4.0 10.0 --- --- Max + 1.2DL+1.6LL 385.8 10.1 --- --- 0.90 440.31 Controlling 1.2DL+1.6LL 385.8 10.1 --- --- 0.90 440.31 P1.11 (E) B1 with (E) +(N) loads 6 E Hutton Center Dr Unit# 625 & 6509/23/2024