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Mulli-Loaded Beaml AISC 9th Ed ASD 1 Ver: 5.02 <br />By: Peter Chopelas , Chopelas 8 Associates Inc. on: 04-i6-2003 : 1:37:50 PM <br />Proiect: CHRCHHLL - LocaLon: edge support (or deck <br />Summary: <br />A36 C3x4.1 x 8.0 FT <br />Section Adequate By: 182.0% CoNrolling Factor. Moment of L�ertia <br />Center Span Deflections: DLD-Center- <br />Dead Load: • <br />Live Load: LLD-Center= <br />Total Load: TLD-Cenler- <br />Center Span Left End Reactions (Support A): <br />Live Load: LL-Rxn-A= <br />Dead Load: DL•Rxn-A= <br />Tota� Load: TL-Rxn-A= <br />Bearinp Lenpth Required (PPam cr.�y. Support capacily not cnecked): BL-A= <br />Center Span Riqht End Reactions �Support B): <br />Live Load: LL-Rxn-B= <br />Dead Load: DL-Rxn-B= <br />TotalLoad: TL-Rxn-B= <br />Bearing Length Required (Beam only, Support capacity nrt checked): BL-B= <br />Beam Data: <br />Cenler Span Lenqth: �Z` <br />Center Span Unbraced Lenqlh-Top of Beam: Lu2•Top= <br />Center Span Unbraced Length•Botlom of Beam: Lu2-Bodom= <br />Live Load DeOecL Criteria: � <br />Tolal Load De11ecL Criteria: � <br />Cenler Span Loading: <br />Uni(orm Load: <br />Live Load: �9L"2- <br />Dead Load: w�'z- <br />Beam Self Weighl: BSW= <br />Total Load: wT-2- <br />Properties for. C3x4.t/A36 <br />Yield Stress: F�- <br />Modulus of Eiasticity: E° <br />Depih: d- <br />Web Thickness: � <br />Flanqe Widih: b�- <br />Flanqe Thickness tf= <br />Distance to Web Toe o( Fillet: k- <br />Moment af Inertia About X•X Axis: Ix= <br />Section Modulus About X-X Axis: Sx= <br />Design Properties per AISC Sleel Constructico Manual: <br />Flanpe Bucklinq Ratio: FBR= <br />Allowable Flanpe Buckling Ralio: AFBR= <br />Web Bucklinp Ratio: WAR- <br />Allowable Web Bucklinp Ratio: AWBR= <br />CoMrollinq Unbraced Lenqth: Lb= <br />Limitinq Unbraced Lenoth for Fb=.6'Fy w! Cb: Lu= <br />Moment Gradient Bendina Coefficient: Cb= <br />Allowable Bendinp Slress: Fb= <br />Web Heipht to Thickness Ralio: h��'= <br />Limitinp Web Heiphl to Thickness Ratio for Fv=.4'Fy: h!hv-Limit= <br />Aliowable Shear Stress: F�' <br />Design Requirements Comparison: <br />Nominal Moment Strength: Mr- <br />Controllinq Momenl: �''�' <br />4.0 Ft (rom Left Support of Span 2(Cenier Span) <br />Crilical moment created by combining all dead loads and live loads on span(s) 2 <br />Nominal Shear Strength: �� <br />Maximum Shear: V- <br />8.0 Ft from Left Support of Span 3(Riqht Span) <br />Critical shear created by combining all dead loads and li��e loads on span(s) 2 <br />Moment of Inertia: Ireq= <br />0.10 <br />0.04 <br />0.14 <br />80 <br />216 <br />296 <br />0.69 <br />80 <br />216 <br />296 <br />0.69 <br />8.0 <br />0.0 <br />8.0 <br />360 <br />240 <br />20 <br />50 <br />4 <br />74 <br />36 <br />29000 <br />3.00 <br />0.17 <br />1.41 <br />0.27 <br />0.69 <br />1.66 <br />1.10 <br />IN <br />IN = U2508 <br />IN = U677 <br />LB <br />LB <br />LB <br />IN <br />LB <br />LB <br />LB <br />IN <br />� <br />FT <br />� <br />PLF <br />PLF <br />PLF <br />PLF <br />KSI <br />KSI <br />IN <br />IN <br />IN <br />IN <br />IN <br />IN4 <br />IN3 <br />2.58 <br />70.83 <br />17.65 <br />106.67 <br />0.0 FT <br />1.49 FT <br />1.0 <br />23.76 KSI <br />14.44 <br />63.33 <br />14.4 KSI <br />2178 FT-LB <br />593 FT•LB <br />7344 LB <br />296 LB <br />0.6 IN4 <br />1.7 IN4 <br />