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Mulli-Loaded Beamf 2003 international Residential Code (01 NDS) � Ver: 6.00.7 <br />By: JeHrey deRoulel , Architects Northwest on: OS-12-2005 : 08:1730 AM <br />Prolect: M3094A2FU-ODB - Location: 14 DEN <br />Summary: <br />5.25 IN x 11.875 IN x 10.58 FT / 2.OE Parallam - Trus Joist-MacMillan <br />Section Adequate By: 60.2°/a Controlling Fador: Moment ot Inertia / Depth Required 10.15 In <br />Center Span DeOections: DLD-Center- <br />Dead Load: <br />Live Load: LLD-Center- <br />Total Load: TLD-Center- <br />Center Span LeH End Reactions (Support A): LL-Rxn-A= <br />Live Load: <br />Dead Load: DL-Rxn-A= <br />TotalLoad: TL-Rxn-A= <br />Bearinp Lenpth Required (Beam oniY, support capacity nol checked): BL-A= <br />Center Span Ripht end Reactions (Support B): LL-Rxn-B= <br />Live Load: <br />Dead Load: DL-Rrn-B= <br />TotalLoad: TL-Rxn-B= <br />Bearing Length Required (Beam only, suppert capacity not checked): SL-8= <br />Beam Data: L2_ <br />CenlerSpan Lenplh: Lu2-Top= <br />Center Span Unbraced Lenpth-Top of Beam: Lu2-Bottam= <br />Center Span Unbraced Length-Bottom of Beam: Cd= <br />Live Load Durat�on Faclor. V <br />Live Load DeilecL Criteria: U <br />Total Load DeOect. Crileria: <br />CenterSpan Loading: <br />Unifoim Load: � <br />Live Load: W�-Z <br />Dead Load: W�"Z <br />Beam Self Weight: BSW- <br />�otal Load: WT_2 <br />Poinl Load 1 P��.2_ <br />Live Load: Pp�_Z_ <br />Dead Load: x�_z- <br />Location (From lefl end of span): <br />Point Load 2 P�2-2- <br />Live Load: P�2�2- <br />Dead Load: <br />Location (From IeR end of span): xZ'Z' <br />Trapezoidal Load 1 TRL-Left-1-2= <br />Le(t Live Load: TRD-Left-1-2= <br />Le(t Dead Load: <br />Ripht Live Load: � TRL-Ripht-l-2= <br />Riqht Dead Load: TRD•Right-l-2= <br />Load Start: A-�'2 <br />Load End: B�1-z <br />Load Lenqlh: C-1'z <br />Trapezoidal Load 2 TRL•Left-2•2= <br />Left Live Load: <br />Left Dead Load: TRD-Lek-2-2= <br />Ripht Live Load: TRL-Ripht-2-2= <br />Ripht Dead Load: TRD-Right-2-2= <br />Load Start: A-z-2 <br />Load End: 8-2-2 <br />Load Lenplh: �"2-2 <br />OE P II m- T s Joist-MacMillan <br />0.06 IN <br />0.10 IN = LI1266 <br />G.17 IN = U769 <br />3844 LB <br />2436 LB <br />6280 LB <br />1.59 IN <br />2383 LB <br />1558 LB <br />3941 LB <br />1.00 IN <br />10.58 FT <br />1.33 FT <br />10.58 FT <br />1.00 <br />360 <br />480 <br />317 PLF <br />195 PLF <br />19 PLF <br />531 PLF <br />875 LB <br />525 LB <br />0.5 FT <br />475 LB <br />285 LB <br />2.75 FT <br />269 <br />162 <br />269 <br />162 <br />0.0 <br />2.75 <br />2.75 <br />150 <br />90 <br />50 <br />30 <br />2.75 <br />10.58 <br />7.83 <br />Properties Foc 2. ara a ru Fb= 2900 <br />Bendinp Slress: F�= 290 <br />Shear Stress: E= 2000000 <br />Modulus of Elasticity: <br />Stress Perpendicular to Grain: Fc_perp= 750 <br />Adjusted Properties Fb'= 2898 <br />Fb' (Tension): <br />Ad�uslmenl Factors: Cd=1.00 CI=1.00 Ct=1.00 F� = 290 <br />Fv': <br />Adiustment Factors: Cd=1.00 <br />Design Requirements: <br />Controllinp Moment: <br />4.761 Fl from left support of span 2(Center Span) <br />Critical moment crealed 6y combining all dead loads and live loads on span(s) 2 <br />Conlrollinp Shear: <br />At a distance d from IeR support of span 2(Center Span) <br />Critical shear created 6y combining all dead loads and live loads on span(s) 2 <br />Comparisons With Required Sedions: <br />Sec�ion Modulus (Momenl): <br />Area (Shear): <br />M= 11910 <br />V= 4671 <br />PLF <br />PLF <br />PLF <br />PLF <br />Ff <br />FT <br />� <br />PLF <br />PLF <br />PLF <br />PLF <br />FT <br />FT <br />FT <br />PSI <br />PSI <br />PSI <br />PSI <br />PSI <br />PSI <br />FT-LB <br />LB <br />Sreq= 49.31 IN3 <br />S= 123.39 IN3 <br />Areq= 24.16 IN2 <br />