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Muiti-Loadecf 8eamf 20061ntemational Buildinp Code(05 NDS)1 Ver.7.0'l.14 <br /> � By: DON , DFP PLANNING DESIGN on:04-21-2010:3:36:22 PM <br /> Pro�ect:209196-Location: SCREEN PORCH <br /> Summary: <br /> f 2) 1.5 IN x 11.251N x 4.33 FT /#2-Spruce-Pine-Fir-Dry Use <br /> Section Adequate By:845.7% Controliin� Facior.Section Moclulus/Repfh Rec2uired 3.66 tn <br /> "Laminations are to be fuliy connected to provide uniform transfer of loads to all members <br /> Center Span Deflections: <br /> Qead Load: DLD-Center 0.00 !IV <br /> Live Load; LlD-Center— 0.04 1N=L/22582 <br /> TotaE Load: TLD-Center— 0.00 !N=U35922 <br /> Center Span Left End Reactions(Support A): <br /> Live Load: LL-Rxn-A= 296 LB <br /> Deacf Load: OL-Rxn-A= '[24 LB <br /> 7otal Load: Tt-Rxn-A= 420 LB <br /> Bearin�Len�th Rettuired{Beam onEy, support capacity r►ot checked): ��-A= 0.33 IN <br /> Center Span Ri�ht End Reactions{Support B}: <br /> Live Load: LL-Rxn-6= 332 LB <br /> Dead Load: DL-Rxn-B= 138 LB <br /> 'Fotal Load: 7L-Rxn-6= 470 LB <br /> Bearing Length Rsquireri{Beam oniy, support capacity not checked): BL-6= 0.37 1N <br /> 8sam Data: <br /> Center Span Len�th; L2= 4.33 Ff <br /> Center SQan llrsbraced Lenqth-Top of Beam: Lu2-Top= 4.33 FT <br /> Center Span Unbraced Length-Bottom of Beam: Lu2-8ottom� 4.33 FT <br /> Live Load Duration Factor: Cd= '1.00 <br /> live Load Deflect.Criteria: U 360 <br /> Tota!Load�eflect. Criteria: U 240 <br /> Center Si�an Loading: <br /> Uniform Load: <br /> Live Load: wL-2= d PLF <br /> Dead�oad: wD-2= d PLF <br /> Bearn Se1f Weight; BSW= 6 PLF <br /> TotaE Load: w7-2= 6 PLF <br /> Trapezoidal Load 1 <br /> Left Live Load: TRL-Left-1-2= �E20 P�F <br /> Left Dead Load: 1'RD-Left-9-2= 45 PLF <br /> Riqht Live Load: SRL-Riqht-1-2= 17a PLF <br /> Ri�ht Dead Load: 7F2D-Right-l-2= 64 PLF <br /> Load Start: A-1-2= 0.0 �1' <br /> Load End: B-�-2= 4.33 FT <br /> Load Lenqth: C-9-2= 4.33 FT <br /> Properties For:#2-Spruce-Pine-Fir <br /> Bendinq Stress: Fb= 875 PSI <br /> Shear Stress: Fv= 135 PSI <br /> Modulus of Elasticity: E= 1400000 PSI <br /> Adlusted Modulus of ElasEicity: E-Min= 510000 PSI <br /> Stress Perpendicular to Grain: Fc�erp= 425 PS! <br /> Adjusted Properties <br /> Fb'{Tension): Fb'= 865 PSI <br /> Adjustment Factors:Cd=1.00 C1=0.99 CF=1.00 <br /> FW: Fv'= 435 PSi <br /> Adiustment Factors:Cd=7.00 <br /> Design Reuuirements: <br /> Conuollinq Moment: M= 482 FT-L8 <br /> 2.208 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 /> Controllinil Shear: V= 258 LB <br /> At a distance d from�qht support of s�an 2(Center Span) <br /> Critical shear created bv cambining all dead loads and live loads an span(s)2 <br /> Comparisons Wiih Required Sections: <br /> Section Modulus{Moment): Sreq= 6.69 !N3 <br /> . S= 63.28 tN3 <br /> Area(Sheat): Areq= 2.87 IN2 <br /> A= 33.75 IN2 <br /> Moment of inertia(Defledion): {req= 5.67 iN4 <br /> 1= 355.96 1i�4 <br />