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-,� <br /> Roof Beamf 2003 Intemalional Residential Code(01 ND511 '!cc 6.007 <br /> 6v:JFFFREY DeROULET .Archi4�cls Northwest on: 10-17-2005 : 022�.t0 Pt� <br /> ProiecC 2131�6JF0-Locrtion: M11STR BEDRM WINDOW HEADER <br /> Summary: <br /> 3.125 IN x 9.0 IN x 8.0 FT /24F-V4-'Jisuallv Graded Westem Species- Drv Use <br /> Seclion Adequate By: 77.6% Controlling Faclor.Sec�ion Modulus/Deplh Required 6.75 In <br /> Defleclions: <br /> Dead Load: DLD= O.OE3 IN <br /> Live Load: LLD= 0.1U IPi = Li919 <br /> Total Load: TLD= 0.18 �N = L525 <br /> Reactions(Each End): <br /> Live Laad: LL-Rzn= 1550 LB <br /> Dead Load: DL-Rxn= 1164 LB <br /> Total Load: TL-Rxn= 2714 LD <br /> Bearinq Lenqlh Required(Beam only,support capacily not checked): Bl= 1.3�, IN <br /> Camber Reqd.: C= 0.+2 IN <br /> Beam Dala: <br /> Snan: L= BA F��i <br /> Maximum Unbraced Span: Lu= 2.0 Fi <br /> Pitch Of Roof: RP= 7 �. 12 <br /> Live Load DeOecL Crileria: L/ 240 <br /> Tolal Load Deflect. Criteria: L/ 180 <br /> CamberAdjuslmentFacln;: CAF= 1.5 XULD <br /> Roof Loadinq: <br /> Roo(Live Load-Sidr Jne: LL1= 25.0 PSF <br /> Roof Dead Load-Slde One: DL1= 15.0 PSF <br /> TribularvWidthSideOne: TW1= 1.5 FT <br /> Roof Live Loa,d-Side Two: LL?= 25.0 PSF <br /> Roof Dead Load-Side Two: Dl 1= 15.0 PSF <br /> TributaN'+Vid�h-Side Two: T�'J2= 14.0 FT <br /> Roo(D�aalion Factor. Cd= 1.15 <br /> Wall f.oad: V/ALL= 15 PLF <br /> Beam Self WeiqhC BSW= 7 PLF <br /> SlopciPitch Adiusted Lenqths and Loads: <br /> Pdiusled Beam Lennth: Ladi= 8A FT <br /> 3eam Uniform l.ive Load: wL= 388 PLF <br /> Beam Uniform Dead Load: wD adi= 291 PLF <br /> Total Uniform Load: wT= 679 FLF <br /> Propr�ties For:24F-V1-Visually Gradad Westem Species <br /> Bendinq Stress: Fb= 2400 PSI <br /> ShearSlress: Fv= 240 PSI <br /> Modulus of Elasticily: Es= 1800000 PSI <br /> Ev= 1600000 PSI <br /> Stress Perpendicular to Grain: Fc perp= G50 PSI <br /> Bendin�.t Stress o(Comp. Face in Tension: Fb_cpr— 1850 PSI <br /> ACjusled Properties <br /> Fb'(Tension): Fb'= 2742 PSI <br /> Adjustment Factors:Cd=1.t5 CI=0.99 <br /> F�: Fv'= 276 PSI <br /> Adiustmenl Factors:Cd=1.15 <br /> Design Requirements: <br /> Controllinq Moment: M= 5428 FT-LB <br /> 4.0 ft ffOm lek SuppOrt <br /> Critical moment created by combining all de:.d and live loads. <br /> Controllinq Shear: V= 2225 LB <br /> Al a distance d from support. <br /> Critical shear cre�ted bV combining all �ead ard live loads. <br /> Camparisons With Required Seclions: <br /> Section Modulus(Moment): Sreq= 23.75 IN3 <br /> S= 42.19 IN3 <br /> Area(Shear): Areq= 12.10 IN2 <br /> A= 28.13 IN2 <br /> Moment of Inertia (Deflectian): Ireq= 65.13 IN4 <br /> 1= 189.84 IN4 <br /> I <br /> ' 1� I , <br /> w <br /> � 'S- - '. . ...: '� .. <br />,..:... . . . . . . .. . . .. . . . ._ ... . ... , .. . <br />� . . . .. . .. .. .... �. . . . ... . .. . . . _.. .. _ . . . .... - . <br /> I <br />