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Multi-Loaded Beamf 2003 International Residential Code (Ot NDS) j Ver: 6.00.7 <br />By: Jeffrev deRoulet , Archilects Northwest on: 05-12-2005 : 08:17:28 AM <br />Proiect: M3094A2FU-ODB - Location: 11 NOOK WIND. HDR <br />Summary: <br />5.5 IN x 11.5 IN x 6.33 FT /#1 - Douplas Fir-Larch - Dry Use <br />Section Adequate 8y: 397.3% Controlling Factor. Area / Depth Required 5.46 �n <br />Center Span DeOedions: OLD-CeMer- <br />Dead load: LLD-Center- <br />Live Load: TLD•Cen!�r- <br />Total Load: <br />Center Span Lefl End Reactions (Support A): LL-Rxn-A= <br />Live load: <br />Dead Load: DL-Rxn•A= <br />Total Load: TL-Rxn-A= <br />Bearinp Lenpth Required (Beam onlV, support capacity nol checked): BL-A= <br />Center Span Riphl End Reactions (Support B): LL-Rzn-B= <br />Live Load: <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: Lz_ <br />CenterSpan Lenpth: <br />Center Span Unbraced Lenpth-Top of Beam: Lu2-Top= <br />Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= <br />Live Load Duration Factor. Cd= <br />Live Load Deflect. Criteria: U <br />Total Load Deflect. Criteria: U <br />Center Span Loading: <br />Uniform Load: ,�,�.2_ <br />Live Load: Wp Z_ <br />Dead Load: BSW= <br />Beam Self Weight: WT_2- <br />Total Load: <br />Point Load 1 <br />Live Load: PL1-2- <br />Dead Load: PD1-z- <br />Location (From left end of span): X1-2= <br />Trapezoidal Load 1 TRL-Left-1-2= <br />Left Live Load: <br />Lefl Dead Load: TRD-LeR-1-2= <br />Ripht Live Load: TRL-Ripht-l-2= <br />Ripht Dead Load: TRD-Right-t-2= <br />Load Start: A-�-2- <br />Load End: B'�'2- <br />Load Lenqth: � �-�-Z- <br />Trapezoidal Load 2 TRL-LeR-2-2= <br />Left Live Load: TRD-LeR-2-2= <br />Left Dead Load: ,�,, t_; TRL-Ripht-2-2= <br />Ripht Live Load: �-.•:�..�y;r TRD-Right•2-2= <br />Riphl Dead Load: �4 <br />Load Slart: A_z-z- <br />Load End: B�2"Z- <br />Load Lenplh: �-2"Z- <br />Properties For: #1- Douplas Fir-Larch Fb= 1350 Pal <br />Bendinp Slress: <br />Shear S�ress: Fv= 170 PSI <br />Modulus ot Etasticitv: E= 1600000 PSI <br />Slress Perpendicular to Grain: Fc_perp= 625 PSI <br />Adjusted Propehies <br />Fb' (Tension): Fb'= 1348 PSI <br />Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.00 Fv'= 170 PSI <br />Fv': <br />Adlustrnenl Factors: Cd=1.00 <br />Design Requiremenis: <br />CoNmllinp Moment: <br />3.418 Ft from left sunPort of span 2(Center Span) <br />Critical moment crealed 6y combining alt dead loads and live loads on span(s) 2 <br />Conirollinp Shea;: <br />At a dislasue d from riqht support of span 2(Center Span) <br />Critical :�hear created by combining all dead loads and live loa�s on span(s) 2 <br />Comparisons Wi�h Required Sections: <br />Section Modulus (Momenl): <br />0.01 IN <br />0.01 IN = U8816 <br />0.02 IN = 114497 <br />736 LB <br />746 LB <br />1482 LB <br />0.43 IN <br />1646 LB <br />1291 LB <br />2937 LB <br />0.85 IN <br />6.33 FT <br />1.33 FT <br />6.33 FT <br />1.00 <br />360 <br />480 <br />116 PLF <br />150 PLF <br />1E PLF <br />281 PLF <br />850 LB <br />510 LB <br />6.0 FT <br />76 PLF <br />46 PLF <br />150 PLF <br />90 PLF <br />0.0 FT <br />6.0 FT <br />6.0 FT <br />363 PLF <br />218 PLF <br />363 PLF <br />218 PLF <br />6.0 FT <br />6.33 FT <br />0.33 FT <br />Area (Shear): <br />Momenl o( Inertia (Detleclion): <br />M= <br />��_ <br />Sreq= <br />S= <br />Areq= <br />A= <br />Ireq= <br />2578 FT-LB <br />1442 LB <br />22.94 <br />121.23 <br />1272 <br />63.25 <br />74.41 <br />697.07 <br />IN3 <br />IN3 <br />IN2 <br />IN2 <br />IN4 <br />IN4 <br />