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� � � Zoy-no I <br /> Roof Beamf 20�Internalional Buildinq Code(05 NDS)1 Vec 7.01.10 �� <br /> BV: Doug�ngilson , Impression Design on:04-10-2012 : 5:33:10 PM <br /> Proiecl:Messak 2621 -Location: HDR A <br /> Summary: <br /> 3.5 IN x 7.25 IN x 5.5 FT I#2- Douqlas-Fir-Larch-Dry Use <br /> Seclion Adequate Dy: 42.9% Conirolling Factor: Section Modulus/Deplh Required 6.07 In <br /> Detleclions� <br /> Dead Load: DLD= 0.02 IN <br /> Live Load: LLD= 0.05 IN=U1267 <br /> Total Load: TLD= 0.07 IN=U904 <br /> Reaclions(Each End): <br /> Live Load: LL-R?cn= 1238 LB <br /> Dead Load: DL-Rxn= 498 LB <br /> Total Load: TL-Rxn= 1735 L� <br /> Bearing Length Required(Beam only, support capacity nol checked): BL= 0.79 IN <br /> Beam Dala: <br /> Span: L= � 5.5 FT <br /> Maximum Unbraced Span: Lu= 5.5 FT <br /> Pitch Of Roof: RP= 5. : 12 <br /> Live Load DeflecL Critena: L/ 240 <br /> Tolal Load Deflect.Criteria' U 180 <br /> RoofLoadinq: <br /> Roof Live Load-Side One: Llt= 25.0 PSF <br /> Roof Dead Load-Side One: DL1= 9.0 PSF <br /> TributaryWidlh-SideOne: TW1= 15 FT <br /> Root Live Load-Side Two: LL2= 25.0 PSF <br /> Roo(Dead Load-Side Two: . , . � � n-� �----� DL2= 9.0 PSF <br /> Tribulary Widih-Side Two: � p TW2= 16.5 FT <br /> Roof Duration Faclor: p� �c�!�T�',:D , Cd= 1.15 <br /> Beam Self Weiqht �I' �..��_I ; BSW= 6 PLF <br /> SlopelPitch Adiusted Lenqths and Loadx � ` <br /> Adiusted Beam Lenqth: Ladi= 5.5 FT <br /> Beam Uni(orm Live Load: ����s c.. i_r-.�.. �r� � W�_ 450 PLF <br /> �eam Uniform Dead Load •` � ._u';:..- . �vD adi= 181 PLF <br /> Total Uniform Load: wT= 631 PLF <br /> �f- -�z. . <br /> • Properties For: #2-Douplas-Fir-Larch ,_ . �`" � � <br /> Bendinq Siress: F6= 900 PSI <br /> Shear Slress: Fv= 13'J PSI <br /> Modulus o(Elasticily: E= 1600000 PSI <br /> Adius�ed Modulus of Elas�icitV: E-Min= 580000 PSI <br /> Stress Perpendicular to vrain: Fc�erp= 625 PSI <br /> Adjusted Properties <br /> Fb'(Tension): Fb'= 1334 PSI <br /> AdjuslmeN Fac�ors: Cd=1.15 CI=0.99 CF=1.30 <br /> FW: Fv'= 207 PSI <br /> Adiustmenl Faclors: Cd=1.15 <br /> Design RequiremeNs�. <br /> Controllinq Momenl: M= 2386 FT-LB <br /> 275(t(rom lefl support <br /> Crilical moment created by combining all dead and live loads. <br /> Conlrollinq Sheac V= 1368 LB <br /> A1 a distance d from support. <br /> Critical shear created by com6ining all dead and live loads. <br /> Comparisons Wilh Required Sections: <br /> Seclion Modulus(R1oment): Sreq= 21.46 IN3 <br /> S= 30.6f IN3 <br /> Area (Shear): Areq= 10Af IN2 <br /> A= 25.38 IN2 <br /> Momen�of Inertia(DeOeclion)�. Irea= 22.14 IN4 <br /> 1= 111.15 IN4 <br />