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i • <br /> , 2 � <br /> Roof Bearcf 20�Internalio�al Puildinq Code(OS NDS)1 Ver: 7.01.10 Zy <br /> Bv: Doug Engilson , Impres ien Design on:04-10-2012 : 5'35:16 PM <br /> Proiecl: Messak 2G21 -Localion: HDR B <br /> Summary: <br /> 3.125 IN x 7.5 IN x 8.5 FT !24F-V4-Visually Graded estern Species-Drv Use <br /> Section Adequale By: 15.2% Controlling Facloc Secti Modulus I Dep�h Required 6.99 In <br /> Deflections: <br /> Dead Load: DLD= 0.11 IN <br /> Live Load: LLD= 027 IN =L1382 <br /> Total Load: 7LD= 0.37 IN = U272 <br /> Reaclions(Each End): <br /> Live Load: LL-Rxn= 1913 LB <br /> Dcad Load: DL-Rxn= 767 LB <br /> TotalLoad: TL•Rxn= 2680 LB <br /> Bearinp Lenqth Required(Beam only,support capacity not cl ecked): BL= 1.32 ��IN <br /> Camber Reqd.: C= 0.1 IN <br /> Beam Data: <br /> Span: L= 8.5 FT <br /> Maximum Unbraced Span: Lu= 8.5 FT <br /> Pilch Ot Roof: RP- �' ' �Z <br /> Live Load DeOecL Criteria: L! 240 <br /> Total Load DeOecl Criteria: U 180 <br /> Camber Adjustment Factor: CA - 1.5 X DLD <br /> Roof Loadinq: <br /> Roof Live Load-Side One: LL1= 25.0 PSF <br /> Roof Dead Load-Side One: DL1= 9.0 PSF <br /> Tributary Widlh-Side One: TW1= 16.5 FT <br /> Roof Live Load-Side Two: LL2= 25.0 PSf <br /> Root Dead Load-Side Two: DL2= 9.0 PSF <br /> Tribu�ary Width-Side Two�. TW2= 1.5 FT <br /> Roof Duration Pacbc Cd= 1.15 <br /> Beam Sel(Weiqht BSW= 5 PLF <br /> Slope/Pitch Adicsted Lenqihs and Loads: <br /> Adlusled Beam Lenqlh: Ladi= 8.5 FT <br /> Beam l,niform Live Load: j wL= 450 PLF <br /> Beam Uritorm Dead Load /� wD_adi= 181 PLF <br /> Total Uniform Load: wT= 631 PLF <br /> Properties For:24F-V4-Visually Graded Weslem Species pb- 2400 PSI <br /> Bendinq Slmss: � <br /> ShearSlress�. Fv- 265 PSI <br /> Modulus o(Elasticilv: j� - 1800000 P51 <br /> Adiusted Modulus of ElaslicilV:i' E-Mi = 930000 PSI <br /> Slress Perpendicular to Grain= Fc perp 650 PSI <br /> Bendinq Stress o(Comp. 6�ce in Tension: Fb_cpr= 1850 PSI <br /> Adjusted Properties <br /> Fb'(fensioN: � Fb'= 2688 PSI <br /> Adjuslment Faclors:Cd=1.15 CI=0.97 F�= 305 PSI <br /> Fv': <br /> Fldluslment Factors: Cd=1.15 <br /> Design Requiremenlsi <br /> Controllinp Momenl: M= 695 FT-LB <br /> 4.P5(t(rom lelt support <br /> Critical moment crealed by combininq all dead and live loads. V= 230 LB <br /> i Controllinp Shear: <br /> At a distance d from support. <br /> Critical shear created by combining all dead and live loads. <br /> Comparisons With Required Secliuns: Sreq= 25.42 IN3 <br /> Section Modulus(Moment): g_ 29.30 IN3 <br /> Area(Shear): Areq= 11.34 IN2 <br /> A= 2344 IN2 <br /> Moment of Inertia (DeOe:tion): Ireq= 72.60 IN4 <br /> 1= 109.86 IN4 <br />