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LIuIG-Londcd Eeamf 200J Inlernalional Residential Code 101 NDSI 1 Ver 6.OG7 <br /> Dv: JEPFREY DeROULET ,Architects Northwest on: 10-16-20U5 : 1028:OC>�;t:1 <br /> Proier,C 2130[33F0-Loccriiun: COVERED PORCH <br /> S:�mmarv: <br /> 5.125 IIJ x 9.0 IN x 6.5 FT /24F-V4 -Visually Graded Western Species-Drv Use <br /> Section Adequale By: 40.0°%o Controlling Factor. Sec�ion Modulus/Dopth Required 7.61 In <br /> Cenler Span Defleclions: <br /> Dead Load: DLD-Center= 0.05 IN <br /> Live Load: LLD-Center- 0.06 IN = U12fi6 <br /> Total Load: TLD-Center- 0.11 IN= U731 <br /> CamberRequired: C= 0.07 IN <br /> Cenler Span Left End Reaclions(Support A): <br /> Live Load: LL-Rxn-A= 1442 L8 <br /> Dead Load: DL-Rxn-A= 1073 LB <br /> Tolal Load: TL-Rxn-A= 2516 LB <br /> Bearinq Lenqlh Renuired(Beam only, support capacity not checked): BL-A= OJ6 Ih <br /> Center Snan Riqht End Reactions(Support B): <br /> Live Load: LL-Rxn-B= 2308 LB <br /> Dead Load: DL-Rxn-B= 1696 LB <br /> Tolal Load: TL-Rxn-B= d003 LB <br /> Bearing Lenyth Required(Beam only, support capacity nol checked): BL-B= 1.20 IN <br /> Beam Dala: <br /> Center Span Lenqth: L2= 6.5 PT <br /> ;;enter SUin Unbreced Lenqth-Top of Beam: Lu2-Top= OA FT <br /> Center Span Unbraced Len�th-Bollom of Beam: Lu2-Botlom= 6.5 FT <br /> Live Load Dura�ion Fac�or. Cd= 1.00 <br /> Live Load DeOect. Crileria: L/ 360 <br /> Total Load DeflecL Criteria: U 240 <br /> Centrr Span Loading: <br /> Uniform Load: <br /> Live Load: �cL-2= 0 PLF <br /> Dead L�ad: wD-2= 0 PLF <br /> f3eam Sel(WeighL BSW= 11 PLF <br /> Total Load: wT-2= 11 PLF <br /> Point Load 1 <br /> Live Load: PLt-2= 2250 LB <br /> Dcad Load: PDt-2= 1618 LB <br /> Locatian(From le(t end oF span): X1-2= 4A FT <br /> Point Load 2 <br /> Live Load: PL2•2= 1500 LB <br /> Dead Load: f 02-2= 1078 1_9 <br /> Location(From left end of span): X2-2= 4.0 ��-'�- <br /> Properties For: 24F-V4-Visually GradeA Westem Species <br /> Bendinq Stress: Fb= 2400 ��`i <br /> Shear Stress: Fv= 240 �'"� <br /> �fodulusofFlasticity: Ex= 1800000 f�'� <br /> Ey= 16Q9000 PSI <br /> Slress Perpendicular to Grain: Fc perp= 650 I'SI <br /> Bendinq Slress of Comp. Face in Tension: Fb_cpr- 1850 PSI <br /> Adjusted Properties <br /> Fti(Tension): Fb'= 2400 PSI <br /> Adjuslmenl Faclors: Cd=1.00 <br /> F�: Fv'= 240 PSI <br /> Adiuetment Fac;�rs:Cd=?.00 <br /> Dasign Reauiremenls: <br /> Controllinq Moment: M= 9886 FT-LB <br /> 3.965 Ft from left support of span 2 iCenter Spanl <br /> Critical moment crealed 6y combining all dead loads and live loads on span(s)2 <br /> Controllinq Shear: V= 3995 LB <br /> At a distance d irom riqht support of span 2(Center Span) <br /> Crili�al shear created bv combining all dead loads and live loads on span(s)2 <br /> Comoarisons With Required Seclions: <br /> Section Modulus(Moment): Sreq= 49.43 IN3 <br /> S= 69.19 IN3 <br /> Area(Shear): Areq= 24.97 IN2 <br /> A= 46.1? IN2 <br /> Momenl of Inertia(Deflection): Ireq= 102.21 IN4 <br /> 1= 311.34 IN4 <br /> ('I�i� ,�. <br /> �__,�,: <br /> , <br /> � <br /> �� <br /> � . <br />, . <br /> . <br />���►��������� <br /> , <br /> , „ <br /> . <br /> � . � ,�._.. __ r _.,� . . . .:. � ,,i <br /> . ... , :,. , <br /> , ! _. <br /> ..> I� � i � - - . .,,., . ,� .. . .... �.: .. _ . . _ P- . <br /> � <br />