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Multi-Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 <br />By: JeHrey deRoulet , Architects Northwest on: OS-12-2005 : 08:17:26 AM <br />Proiect: M3094A2F1:-ODB - Location: 07 MSTR BEDRM DR. HDR <br />Summary: <br />5.5 IN x 7.5 IN x 6.33 FT 1#1 - Douplas Fir-Larch - Dry Use <br />Section Adequate By: 659.3% Controliing Factor: Section Moduius / Depth Required 3.48 In <br />Center Span Deflections: <br />Dead Load: DLD-Center- <br />Live Load: LLD-Center= <br />Total Load: TLD-Center- <br />Center Span LeR End Reaclions (Support A): <br />Live Load: LL-Rxn•A= <br />Dead Load: DL-Rxn-A= <br />Total Load: TL-Rxn-A= <br />Bearinp Lenplh Required (Beam oniv, support capacily not checked): BL-A= <br />Cenfer Span Ripht End Reedions (Support B): <br />Live Load: Ll-Rxn-B= <br />Dead Load: DL-Rxn-B= <br />Total Load: TL-Rxn-B= <br />Bearing Length Required (Beam only, support capacity not checked): BL-8= <br />Beam Data: <br />Center Span Lenpth: L2= <br />Center Span Unbraced Lenpih=(op of Beam: Lu2-Top= <br />Center Span Unbraced Length-Bottum of Beam: Lu2-Bottom= <br />Live Load Duration Factor. Cd= <br />Live Load Deflect Criteria U <br />Total Load Deflect. Cri�eria: V <br />CenterSpan Loading: <br />Uniform Load: <br />Live Load: wL'2- <br />Dead Load: wD'2' <br />Beam Self Weight: BSW= <br />Total Load: wT'2' <br />Trapezoidal Load 1 <br />Left Live Load: TRL-Left-1-2= <br />Left Dead Load: TRD-Left-1-2= <br />Riaht Live Load: TRL-Ripht-l-2= <br />Ripht Dead Load: TRD-Right-l-2= <br />Load Start: A'�'2- <br />Load End: B'1'2- <br />Load Lenqth: ��1'2- <br />Trapezoidal Load 2 <br />Left Live Load: TRL-Left•2-2= <br />Left Dead Load: TRD-Left-2-2= <br />Ripht Live Load: � TRL-Ripht-2-2= <br />Riphl Dead Load: � � � � TRD-Right-2-2= <br />Load Start: A'2'2- <br />Load End: B�2'Z- <br />Load Lenpih: �'2'2- <br />Pro erties Por #1- Douqlas Fir-Larch <br />0.01 IN <br />0.01 IN = U8299 <br />0.02 IN = L/4802 <br />234 LB <br />172 LB <br />407 LB <br />0.12 IN <br />285 LB <br />203 LB <br />488 LB <br />0.14 IN <br />6.33 <br />1.33 <br />6.33 <br />1.00 <br />360 <br />480 <br />0 <br />0 <br />10 <br />10 <br />73 <br />44 <br />86 <br />52 <br />0.0 <br />1.04 <br />1.04 <br />50 <br />30 <br />115 <br />69 <br />1.04 <br />6.33 <br />5.29 <br />FT <br />FT <br />FT <br />PLF <br />PLF <br />PLF <br />PLF <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 />P � Fb= 1200 PSI <br />Bendinp Stress: <br />Shear Stress: Fv= 170 PSI <br />Modulus of Elas�icity: E= 1600000 PSI <br />Stress Perpendicular to Grain: Fc_perp= 625 PSI <br />Adjusled Properties <br />Fb' (Tension): , Fb'= 1199 PSI <br />Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.00 <br />Fv': Fv'= 170 PSI <br />Adiustment Factors: Cd=1.00 <br />Design Requiremenis: <br />CoNrollinq Moment: <br />3.355 Ft from Ieft support of span 2(Center Span) <br />Critical moment created by combining all dead loads and live loads on span(s) 2 <br />Conirollinp Shear. <br />At a dislance d from ripht support o( span 2(Center Span) <br />Critical shear created by combining all dead loads and live loads on span(s) 2 <br />Comparisons With Required Sections: <br />Section Modulus (Momenl): <br />Area (Shear): <br />Moment of Inertia (Deflection): <br />M= 679 FT-LB <br />V= 380 LB <br />Sreq= <br />S= <br />Areq= <br />A= <br />Ireq= <br />6.79 IN3 <br />51.56 IN3 <br />3.36 IN2 <br />4125 IN2 <br />19.33 IN4 <br />193.36 IN4 <br />