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Mulli-Loaded Beamf z003 International Residential Code (01 NDS) j Ver: 6.00.7 <br />By: Jeffrey deRoulet , Architects Northwesl on: 05-12-2005 : 08:1727 AM <br />Proled: M3094A2FU-ODB - Location: 08 MSTR BEDRM WIND. HDR <br />Summary: <br />5.5 IN x 7.51N x 4.33 FT /#1 - Douqlas Fir-Larch - Dry Use <br />Section Adequate By: 7440.1% Controlling Faclor: Section Modulus / Depth Required 2.42 In <br />Center Span Deflections: <br />Dead Load: DLD-Center- <br />Live Load: LLD-Center= <br />TotalLoad: TLD-Center- <br />Center Span Left End Reactions (Support A): <br />Live Load: LL-Rxn-A= <br />Dead Load: DL-Rxn•A= <br />Total Load: TL-Rxn-A= <br />Bearing Lenpth Required (Beam oniv, support capaciry not checked): BL-A= <br />Center Span Riqht End Reactions (Support B): <br />Live Load: LL-Rxn-B= <br />Dead Load: DL-Rxn-B= <br />Total Load: TL•Rxn-8= <br />Bearing Length Required (Beam only, support capacity nol checked): BL-8= <br />Beam Data: <br />Center Span Lenpth: L2- <br />Center Span Unbreced Lenqlh-Top of Beam: Lu2-Top= <br />Center Span Unbraced Length•Bottom of Beam: Lu2-Boltom= <br />Live Load Duration Factor: Cd= <br />Live Load Deflect. Criteria: U <br />Total Load Deflecl. Criteria: �� <br />Center Span Loading: <br />Uniform Load: <br />Live Load: wL'2- <br />Dead Load: wD"z- <br />Beam Sel( Weighl BSW- <br />Tolal Load: WT"Z- <br />Trapezo�dal Load 1 <br />left Live Load: TRL-Lefl-1-2= <br />Left Dead Load: TRD•Left-1-2= <br />Ripht Live Load: TRL•Ripht-l-2= <br />Ripht Dead Load: TRD-Right-l-2= <br />Load StaA: A'�"Z- <br />Load End: B'�'2- <br />Load Lenqth: C'1"z' <br />TrapezoidalLoad 2 <br />Left Live Load: TRL-Left-2-2= <br />Left Dead Load: TRD-Left-2-2= <br />Riphl Live Load: TRL-Ripht-2-2= <br />Ripht Dead Load: TRD-Right-2-2= <br />Load Start: A'Z'2' <br />load End: B'Z"Z- <br />Load Lenpth: �'Z'2' <br />Pro erties For #1- Douqlas Fir-Larch <br />0.00 IN <br />0.00 IN = IJ24597 <br />0.00 IN = L/14283 <br />169 LB <br />123 LB <br />292 LB <br />0.08 IN <br />182 LB <br />131 LB <br />313 LB <br />0.09 IN <br />4.33 FT <br />1.33 FT <br />4.33 FT <br />�.00 <br />360 <br />480 <br />0 PLF <br />0 PLF <br />10 PLF <br />10 PLF <br />64 <br />39 <br />85 <br />51 <br />0.0 <br />1.67 <br />1.67 <br />85 <br />51 <br />85 <br />51 <br />1.67 <br />4.33 <br />2.66 <br />P Fb= 1200 <br />Bendinp Slress. <br />Shear Stress: Fv= 170 <br />Modulus of Elasticilv: E= 1600000 <br />Stress Perpendicular to Grain: Fc�erp= 625 <br />Adjusted Properties <br />Fb' (Tension): Fb'= <br />Adjustment Far,tors: Cd=1.00 CI=1.00 Cf=1.00 <br />Fv': F��= <br />Adjustment Factors: Cd=1.00 <br />Design Requirements: <br />Controllinp Momant: <br />2.208 Ft from IeR supPort of span 2(Center Span) <br />Critical moment crealed by combining all dead loads and live loads on span(s) 2 <br />Controllinp Shear: <br />At a distance d from riqht support of span 2(Center Span) <br />Critical shear created by combining all dead loads and live loads on span(s) 2 <br />Comparisons Wilh Required Sections: <br />Section Modulus (Moment): <br />Area (Shear): <br />Moment of Inertia (DeOection): <br />M= <br />1E <br />PLF <br />PLF <br />PLF <br />PLF <br />FT <br />FT <br />FT <br />PLF <br />PLF <br />PLF <br />PLF <br />FT <br />FT <br />FT <br />PSI <br />PSI <br />PSI <br />PSI <br />1199 PSI <br />170 PSI <br />335 FT-LB <br />224 LB <br />Sreq= 3.35 IN3 <br />S= 51.56 IN3 <br />Areq= 1.98 IN2 <br />A= 41.25 IN2 <br />Ireq= 6.50 IN4 <br />1= 193.36 IN4 <br />