Laserfiche WebLink
Muiti-Loaded Beamf 2003 Intemational Residentiai Code (01 NDS) � Ver: 6.00.7 <br />By: Jef(rey deRoulet , Architects Northwest on: 05-12-2005 : 08:1723 AM <br />Proiect: M3094A2FU-ODB - Location: 02 STAIR �NIND. HDR <br />Summary: <br />5.5 IN x 7.5 IN r. 4.33 FT /#1 • Douqlas Fir-Larch - Dry Use <br />Section Adequate By: 351.0% Conirolling Factor: Section Modulus / Depth Required 3.65 In <br />Center Span Deflections: <br />Dead Load: <br />Live load: <br />Total Load: <br />Center Span Left End Reactions (Support A): <br />Live Load: <br />Dead Load: <br />Tolal Load: <br />Bearinp Lenpth Reauired (Beam onlV, support capacily not checked): <br />Center Span Right End Reactions (Support B): <br />Live Load: <br />Dead Load: <br />Total Load: <br />Bearing Length Required (Beam only, support capacily not checked): <br />Beam Data: <br />Center Span Lenp;h: <br />Center Suan Unbraced Lenplh-Top of Beam: <br />Center Span Unbreced Lenglh-Bottom of Beam: <br />Live Load Duration Factor: <br />Live Load DeflecL Criteria: <br />Total Load Deflect. Criteria: <br />Center Span Loading: <br />Uniform Load: <br />Live Load: <br />Dead Load: <br />Beam Self WeighC <br />Total Load: <br />Trapezoidal Load 1 <br />Lefl Live Load: <br />Left Dead Load: <br />Ripht Live Load; <br />Ripht Dead Load: <br />Load Start: <br />Load End: <br />Load Lenqih: <br />Trapezoidal Load 2 <br />Left Live Load: <br />Le(t Dead Load: <br />Riqht Live Load: <br />'<iqht Dead Load: <br />Load Start: <br />Load End: <br />Load Lenpth: <br />Properties For: #1- Douplas Fir-Larch <br />Bendinp Stress: <br />Shear Stress: <br />Modulus of Elasticity: <br />Slress Perpendicular to Grain: <br />Adjusted Praperties <br />Fb' (Tension): <br />Adjuslment Factors: Cd=1.00 CI=1.00 Cf=1.00 <br />DLD-Center- 0.01 IN <br />LLD•Center- 0.01 IN = U7788 <br />TLD-Center- 0.01 IN = L/4176 <br />LL-Rxn-A= 568 <br />DL-Rxn•A= 492 <br />TL-Rxn-A= 1059 <br />BL-A= 0.31 <br />LL-Rxn-B= 529 <br />DL-Rxn-B= 448 <br />TL-Rxn-B= 978 <br />BL-B= 0.28 <br />L2= 4.33 <br />Lu2-Top= 1.33 <br />Lu2-Bottom= 4.33 <br />Cd= 1.00 <br />IJ 360 <br />u aso <br />LB <br />LB <br />LB <br />IN <br />LB <br />LB <br />LB <br />IN <br />FT <br />FT <br />FT <br />wL-2= 0 PLF <br />wD-2= 0 PLF <br />BSW= 10 PLF <br />wT-2= 10 PLF <br />TRL-Lek-1-2= <br />TRD-Left-1-2= <br />TRL-Ripht-l-2- <br />TRD-Right-1 <_ <br />A-1-2= <br />8-1-2= <br />C-1-2= <br />TRL-Left-2-2= <br />TRD-Left•2-2= <br />TRL-Riqht-2-2= <br />TRD-Righl•2-2= <br />A-2-2= <br />B-2-2= <br />C-2•2= <br />Fb= <br />Fv= <br />E_ <br />Fc�erp= <br />Fb'= <br />Fd: <br />Adjustment Factors: Cd=1.00 <br />Design Requiremenls: <br />Conirollinp Moment: <br />2.165 Ft from left support of span 2(Center Span) <br />Critical moment created 6y combining all dead loads and liv� �ads on span(s) 2 <br />Conlrollinp Shear. <br />At a distance d from riphl support of span 2(Center Span) <br />Crilical shear created by combining all dead loads and live �oads on span(s) 2 <br />Comparisons With Renuired Seclions: <br />Section Modulus (Moment): <br />Area (Shear): <br />Moment of Inerlia (Dellection): <br />Fv'= <br />M= <br />V= <br />263 PLF <br />218 PLF <br />263 PLF <br />218 PLF <br />0.0 FT <br />3.96 FT <br />3.96 FT <br />150 PLF <br />90 PLF <br />150 PLF <br />90 PLF <br />3.96 FT <br />4.33 FT <br />0.37 FT <br />1200 PSI <br />170 PSI <br />1600000 PSI <br />625 PSI <br />1199 PSI <br />170 PSI <br />1143 FT-LB <br />769 LB <br />Sreq= 11.43 IN3 <br />S= 51.56 IN3 <br />Areq= 6.79 IN2 <br />A= 4125 IN2 <br />Ireq= 22.23 INM1 <br />1= 193.36 IN4 <br />