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Multi-Loaded Beamf z003 International Residential Code (Ot NDS)1 Ver: 6.00.7 <br />By: JeHrey deRoulet , Architects Northwest on: 05-12-2005 : 08:17:25 AM <br />Prolect: M3D94A2FU-ODB - Location: OS HI FOYER WIND. HDR <br />Summary: <br />5.5 IN x 7.5 IN r. 6.33 FT /#t - Douplas Fir•Larch - Drv Use <br />Section Adequate By: 212.6% Controlling �actor: Section Modulus / Depth Required 4.69 In <br />Center Span DeOedions: DLD-Center- <br />Dead Load: LLD-Center- <br />Live Load: TLD-Center- <br />Tctal Load: <br />Cenler Span Lefl End Reactions (Support A): <br />Live Load: Ll: Rxn-A= <br />Dead Load: DL-Rxn-A= <br />Total Lo2d: TL-Rxn•A= <br />Bearinp Len�th Reqiiired (Beam onlV, support capacity not checked): BL-A= <br />Cenler Span Riqht End Reactions (Support B): <br />Live Load: LL-Rxn-B= <br />Daad Loed: DL•Rzn-8= <br />Total Load: TL-Rxn-B= <br />Bearing Length Required (Beam only, support capacity not checked): BL-B= <br />Beam Data: <br />Center Span Lenqth: L2- <br />Center Span Unbraced lenpth-Top of Beam: Lu2-Top= <br />Center Span Unbraced Length-Bottom of Beam: Lu2-Botto�m�= <br />Live Load Duration Factor: U <br />Live Load Defleq. Criteria: U <br />Total Load Deflect Crileria: <br />Cenler Span Loading: <br />Uniform Load: <br />Live Load: W�"Z- <br />Dead Load: wD"2- <br />Beam Self Weight: BSW= <br />Total Load: WT-2- <br />TrapezoidalLoad 1 <br />Left Live Load: TRL-Left•1-2= <br />Left Dead Load: TRD-Left-1-�= <br />Riphl Live Load: TRL-Riphl-l-2= <br />Ripht Dead Load: TRD-Righl-l-2= <br />Load Start: A"�"2- <br />Load End: B'�-z- <br />Load Lenqth: �"�'2- <br />Trapezoidal Load 2 <br />Left Live Load: TRL L::�t-2-2= <br />Lefl Dead Load: TRD-Left-2-2= <br />Ripht Live Load: TRL-Ripht-2-2= <br />Riqht Dead Load: TRD-Righ�-"!•2= <br />Load Start: A"2-Z- <br />Load End: B"z"2- <br />Load Lenplh: C"2"1- <br />F ' #1 Dou las Fir-Larcb <br />0.02 IN <br />0.02 �H = L/3230 <br />0.04 IN = L/1958 <br />845 LB <br />539 LB <br />1384 LB <br />0.40 IN <br />548 LB <br />360 LB <br />908 LB <br />026 IN <br />6.33 FT <br />1.33 FT <br />6.33 FT <br />1.00 <br />360 <br />480 <br />0 PLF <br />0 PLF <br />10 PLF <br />t0 PLF <br />363 <br />218 <br />363 <br />218 <br />0.0 <br />2.08 <br />2.08 <br />150 <br />90 <br />150 <br />90 <br />2.08 <br />6.33 <br />425 <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 />Properties or. - q <br />Bendinq Stress: Fb= 1200 PSI <br />Shear Stress: Fv= 170 PSI <br />Modulus of ElasticitV: E= 1600000 PSI <br />Stress Perpendicular lo Grain: Fc�erp= 625 PSI <br />Adjusled Properties <br />Fb' (Tension): Fb'= 1199 PSI <br />Adjustment Factors: Cd=1.00 CI=1.00 C(=1.00 <br />F� Fv'= 170 PSI <br />Adiusiment Factors: Cd=1.00 <br />Design Requiremenls: <br />Controllinp Moment <br />2.722 Ft from le(t supFort of span 2(Center Span) <br />Crilical moment crealed by combining all dead loads and live loads on span(s) 2 <br />Controllin� Shear. <br />At a dislance d(rom le(t support of span 2(Center Span) <br />Critical shear cr^ated by combining all dead loads and live loads on span(s12 <br />Comparisons With Required Seclions: <br />Seclion Modulus (Moment): <br />Area (Shear): <br />Moment of Inertia (Deflection): <br />M= 1648 FT-LB <br />V= 1047 LB <br />Sreq= <br />S= <br />PfBQ= <br />A= <br />Ireq= <br />16.49 <br />F1.56 <br />9.24 <br />4125 <br />47.41 <br />193.36 <br />IN3 <br />IN3 <br />IN2 <br />IN2 <br />IN4 <br />IN4 <br />