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Gravity Beam Design <br />fC <br />/S <br />RAM Steel 17.03.00.285 <br />DataBase: mezz250LL <br />O1/10/23 10:59:08 <br />%1$entley- Building Code: IBC <br />Steel Code: AISC 360-16 LRFD <br />Floor Type: MEZ250 <br />Beam Number = 44 <br />SPAN INFORMATION (ft): <br />I -End (60.00,37.00) J-End (86.00,37.00) <br />Beam Size (Optimum) <br />= W21X44 <br />Fy = 50.0 ksi <br />Total Beam Length (ft) <br />= 26.00 <br />Cantilever on right (ft) <br />= 6.00 <br />COMPOSITE PROPERTIES (Not Shored): <br />Left <br />Right <br />Deck Label <br />MEZ-250 SLAB MEZ-250 <br />SLAB <br />Concrete thickness (in) <br />2.50 <br />2.50 <br />Unit weight concrete (pcf) <br />150.00 <br />150.00 <br />Pc (ksi) <br />3.00 <br />3.00 <br />Decking Orientation <br />parallel <br />parallel <br />Decking type <br />VERCO W2 Formlok VERCO W2 <br />Formlok <br />beff (in) = <br />60.00 Y bar(in) = <br />18.13 <br />Mnf (kip-ft) = <br />661.79 Mn (kip-ft) = <br />569.70 <br />C (kips) = <br />172.30 PNA (in) = <br />15.27 <br />Ieff (in4) = <br />1776.00 Itr (in4) = <br />2233.15 <br />Stud length (in) = <br />4.00 Stud diam (in) = <br />0.75 <br />Stud Capacity (kips) Qn <br />= 21.5 Rg = 1.00 Rp = 0.75 <br /># of studs: Full = 38 <br />Partial =16 Actual = 16 <br />Number of Stud Rows = 1 <br />Percent of Full Composite Action = 42.88 <br />POINT LOADS (kips): <br />Dist <br />DL <br />CDL <br />RedLL <br />Red% <br />NonRL <br />StorLL <br />Red% <br />RoofLL <br />Red% <br />PartL <br />CLL <br />L <br />5.000 <br />3.24 <br />2.69 <br />0.00 <br />0.0 <br />13.75 <br />0.00 <br />0.0 <br />0.00 <br />0.0 <br />0.00 <br />1.10 <br />5.000 <br />3.24 <br />2.69 <br />0.00 <br />0.0 <br />13.75 <br />0.00 <br />0.0 <br />0.00 <br />0.0 <br />0.00 <br />1.10 <br />10.000 <br />3.24 <br />2.69 <br />0.00 <br />0.0 <br />13.75 <br />0.00 <br />0.0 <br />0.00 <br />0.0 <br />0.00 <br />1.10 <br />10.000 <br />3.24 <br />2.69 <br />0.00 <br />0.0 <br />13.75 <br />0.00 <br />0.0 <br />0.00 <br />0.0 <br />0.00 <br />1.10 <br />15.000 <br />3.24 <br />2.69 <br />0.00 <br />0.0 <br />13.75 <br />0.00 <br />0.0 <br />0.00 <br />0.0 <br />0.00 <br />1.10 <br />15.000 <br />3.24 <br />2.69 <br />0.00 <br />0.0 <br />13.75 <br />0.00 <br />0.0 <br />0.00 <br />0.0 <br />0.00 <br />1.10 <br />26.000 <br />2.61 <br />2.17 <br />0.00 <br />0.0 <br />11.02 <br />0.00 <br />0.0 <br />0.00 <br />0.0 <br />0.00 <br />0.88 <br />26.000 <br />2.61 <br />2.17 <br />0.00 <br />0.0 <br />11.02 <br />0.00 <br />0.0 <br />0.00 <br />0.0 <br />0.00 <br />0.88 <br />LINE LOADS (k/ft): <br />Load Dist <br />DL CDL <br />LL <br />Red% <br />Type <br />PartL <br />CLL <br />1 0.000 <br />0.044 0.044 <br />0.000 <br />--- <br />NonR <br />0.000 <br />0.000 <br />20.000 <br />0.044 0.044 <br />0.000 <br />0.000 <br />0.000 <br />2 20.000 <br />0.044 0.044 <br />0.000 <br />--- <br />NonR <br />0.000 <br />0.000 <br />26.000 <br />0.044 0.044 <br />0.000 <br />0.000 <br />0.000 <br />SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 90.71 <br />kips 1.00Vn = 217.35 kips <br />MOMENTS (Ultimate): <br />Span Cond <br />LoadCombo <br />Mu <br />@ <br />Lb <br />Cb <br />Phi <br />Phi*Mn <br />kip-ft <br />ft <br />ft <br />kip-ft <br />Center PreCmp+ <br />1.2DL+1.6LL <br />86.4 <br />10.0 <br />5.0 <br />1.09 <br />0.90 <br />357.75 <br />PreCmp- <br />1.2DL+1.6LL <br />-49.1 <br />20.0 <br />5.0 <br />2.06 <br />0.90 <br />357.75 <br />