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page <br /> Project:214412 LARRY LEPOWSKY <br /> Location:LOWER GAR.OVHD DR D.F.P.PLANNING 8�DESIGN <br /> Mutti-Loaded Multi-Span Beam 9100 BALTIMORE ST ot <br /> [2006 Intemational Residential Code(AISC 13th Ed ASD)] BLAINE MINN.55449 <br /> A992-50 W8x21 x 9.67 FT <br /> Section Adequate By:17.0% StruCalc Version 8.0.113.0 12/9/2014 9:11:45 AM <br /> Controlling Factor:Deflection LOADING DIAGRAM <br /> DEFLECTIONS Center <br /> Live Load 0.17 IN U664 <br /> Dead Load 0.10 in <br /> Total Load 0.28 IN L/421 <br /> Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 <br /> REACTIONS A � <br /> Live Load 9380 Ib 9380 Ib <br /> Dead Load 5406 Ib 5406 Ib <br /> Total Load 14785 Ib 14785 Ib <br /> Bearin Len th 0.70 in 0.70 in <br /> BEAM DATA Center <br /> Span Length 9.67 R 9�87 tt <br /> Unbraced Length-Top 0 ft <br /> Unbraced Length-Bottom 9.67 ft <br /> STEEL PROPERTIES UNIFORM LOADS n er <br /> W8x21-A992-50 Uniform Live Load 7320 pff <br /> Unfform Dead Load 744 plf <br /> Properties: Beam Self WeigM 21 plf <br /> Yield Stress: Fy= 50 ksi Total Uniform Load 2085 pif <br /> Modulus of Elasticity: E= 29000 ksi TRAPEZOIDAL LOADS-CENTER SPAN <br /> Depth: d= 8.28 in Load Number Qp� <br /> Web Thickness: tw= 0.25 in Left Live Load 620 pff <br /> Flange Width: bf= 5.27 in Left Dead Load 353 plf <br /> Flange Thickness: tf= 0.4 in Right Live Load 620 plf <br /> Distance to Web Toe of Fillet: k= 0.7 in Right Dead Load 353 plf <br /> Moment of Inertia About X-X Axis: Ix= 75.3 in4 Load Start 0 ft <br /> Section Modulus About X-X Axis: Sx= 18.2 in3 Load End 9.67 ft <br /> Plastic Section Modulus About X-X Axis: Zx= 20.4 in3 Load Len th 9.67 ft <br /> Design Propertles per A13C 13th Edition Steel Manual: <br /> Flange Buckling Ratio: FBR= 6.59 <br /> Allowable Flange Buckling Ratio: AFBR= 9.15 <br /> Web Buckling Ratio: WBR= 27.52 <br /> Allowable Web Buckling Ratio: AWBR= 90.55 <br /> Controlling Unbraced Length: Lb= 0 ft <br /> Limiting Unbraced Length- <br /> for lateral-torsional buckling: Lp= 4.45 ft <br /> Nominal Flexural Strength w/safety factor: Mn= 50898 ft-Ib <br /> Controlling Equation: F2-1 <br /> Web height to thickness ratio: h/tw= 27.52 <br /> Limiting height to thickness ratio for eqn.G2-2: h/tw-limit= 53.95 <br /> Cv Factor: Cv= 1 <br /> Controlling Equation: G2-2 <br /> Nominal Shear Strength w/safety factor: Vn= 41400 Ib <br /> Controlling Moment: 35744 ft-Ib � <br /> 4.84 Ft from left support of span 2(Center Span) <br /> Created by combining all dead loads and live loads on span(s)2 <br /> Controlling Shear: -14785 Ib <br /> 10.0 Ft from left support of span 2(Center Span) <br /> Created by combining all dead loads and live loads on span(s <br /> Comparisons wkh required sections: Rea'd vi <br /> Moment of Inertia(deflection): 64.35 in4 75.3 in4 <br /> Moment: 35744 ft-Ib 50898 ft-Ib <br /> Shear: -147851b 414001b <br />