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Page: 2 <br />Multi -Span Floor Beamf AISC 91h Ed ASD 1 Ver: 7.01 10 <br />By Doug Enqilson . Impression Design on: 01-19.2012 <br />: 2:16 55 PM <br />Project Marlin Barr Covered Deck - Location: CHANNEL BEAM <br />FT <br />FT <br />Floor Tributary Width Side Two: <br />7ri= <br />b-2-3= <br />BSW <br />BSW= <br />0.0 <br />8 <br />PLF <br />Beam Self Weight: <br />0 <br />PLF <br />Wall Load: <br />wL-3= <br />160 <br />PLF <br />Total Live Load: <br />wD-3= <br />32 <br />PLF <br />Total Dead Load: <br />wT-3= <br />200 <br />PLF <br />Total Load: <br />Properties for: C6x8.21A36 <br />Fv= <br />36 <br />KSI <br />Yield Stress: <br />c= <br />29000 <br />KSI <br />Modulus of Elasticity. <br />d= <br />6.00 <br />IN <br />Depth: <br />tw= <br />0.20 <br />IN <br />Web Thickness: <br />bf= <br />1 92 <br />IN <br />Flange Width <br />tf= <br />034 <br />IN <br />Flange Thickness <br />k= <br />0.81 <br />IN <br />Distance to Web Toe of Fillet: <br />Ix= <br />13.10 <br />IN4 <br />Moment of Inertia About X-X Axis: <br />Sx= <br />4.35 <br />IN3 <br />Section Modulus About X-X Axis: <br />Design Properties per AISC Steel Construction Manual: <br />FBR= <br />2.80 <br />Flange Buckling Ratio: <br />AFBR= <br />10.83 <br />Allowable Flange Buckling Ratio: <br />30. 00 <br />q Ratio <br />Web Buckling <br />AWBR= <br />130.00 <br />67 <br />Allowable Web Buckling Ratio. <br />LLb <br />= b <br />120 <br />125.0 <br />FT <br />Controlling Unbraced Length: <br />Lu= <br />FT <br />Limiting Unbraced Length for Fb=.B'Fv w/ Cb. <br />Cb <br />1.0 <br />Moment Gradient Sending Coefficient <br />P -8z <br />9.15 <br />KSI <br />Allowable fb per ASD Eon F1.8: <br />Fb= <br />9.15 <br />KSI <br />Allowable Bending Stress: <br />h <br />57 <br />26.57 <br />26 <br />Web Height to Thickness Ratio <br />Limiting Web Height to Thickness Ratio for Fv= 4'Fy <br />hltw-Limit= <br />. <br />Allowable Shear Stress: <br />Fv= <br />133 <br />KSI <br />Deign Requirements Comparison: <br />M= <br />-3267 <br />FT -LB <br />Controlling Moment <br />Over right support of span 1 (Lett Span) <br />created by combining all dead loads and live loads on span(s) 1. 2Mr= <br />Critical moment <br />3316 <br />FT -LB <br />Nominal Moment Strength: <br />V= <br />1473 <br />LB <br />Controlling Shear: <br />At right support of span 3 (Right Span) <br />Critical created by combining all dead loads and live loads on span(s) 1, 2 <br />shear <br />Vr= <br />17280 <br />LB <br />Nominal Shea, Strength: <br />Ireq= <br />4.90 <br />IN4 <br />Moment of Inertia (Deflection): <br />I= <br />13.10 <br />IN4 <br />T ? 87p# <br />I <br />3 5i i�ii < ��Q �, <br />0 <br />