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Combination Ro{ �d Floor Beamf 2006 International Residentia',�- �de(OS NDS)]Ver: 7.01.14 <br /> t . ,American Home Planners on:OS-26•2009 ., .26:47 AM <br /> � Proiect: D[VOLL ADDITION-Localion: PT 4X8 DF2 MIN @ CRAWL ACCESS <br /> Y � 'I <br /> Summar 3.5 IN x 7.25 IN x 3.0 FT !#2- Douqlas-Fir-larch-Wel Use ����Y S�%� <br /> Section Adequa�e By: 214.6% Conlrolling faclor: Seclion Modulus/Depih Required 4.09 In <br /> Defleclions: <br /> Dead Load: DLD= 0.00 IN <br /> Live Load: LLD= 0.01 IN= L/6420 <br /> Tota� Load: TLD= 0.01 IN= L/3830 <br /> Reaclions(Each Endk <br /> Live Load� LL-Rxn= 739 LB <br /> Dead Load: DL•Rxn= 500 LB <br /> TotalLoad: TL-Rxn= 1238 LB <br /> Bearing Length Required(Beam only, support capacity not checked): BL= 0.84 IN <br /> 6eam Data: <br /> Span: L= 3.0 FT <br /> Maxirnum Unbraced Span: Lu= 0.0 FT <br /> Live Load DeflecL Crileria: Ll 360 <br /> 7otal Load De0ec1. Criteria: U 2q0 <br /> Roof Loadina: <br /> Roo(Live Load-Side One: RLL1= 25.0 PSF <br /> Roof Dead Load-Side One: RDL1= 15.0 PSF <br /> Roof Tributary Width-Side One: RTW1= 8.5 FT <br /> 400f Live Load-Side Two: RLL2= 25.0 PSF <br /> Roo(Dead Load•Side Two: RDL2= 15.0 PSF <br /> Roof Tribufarv Width-Side Two: R1VJ2= 0.0 FT <br /> Roo(Duralion Faclor. Cd-roof= 1.15 <br /> Floor Loadinq: <br /> Floor Live Load-Side One: F�L1= 40.0 PSF <br /> Floo!Dead Load-Side One: FDL1= 15.0 PSF <br /> Floor Tributary Width-Side 0ne: F1W 1= 7.0 FT <br /> Floo�Live Load•Side Two: FLL2= 40.0 PSF <br /> Floor Dead Lo2�-Side Two: FDL2= 15.0 PSF <br /> Floor Tribulery Widlh-Side Two: F1VJ2= 0.0 FT <br /> Floor Duralion Factor. Cd-floor= 1.00 <br /> Wall Load: WALL= 80 PLF <br /> Deam Loads: <br /> Roof Uniforni Live Load: wL-roof= 213 PLF <br /> Roof Unifo�.n Dead Load(Adjusted for roof pi�ch): wD-roof= 143 PLF <br /> Floor Unil�rm Live Load: wl-Iloor= 280 PLF <br /> Floor Ur'form D�ad Load: wD-9oor= 105 PLF <br /> [3eam 3el(W,:iqht: BSW= 6 PLF <br /> Comhined Uniform Live i_::,1�. wL= 493 PLF <br /> Combined Unifoim Dead Load: wD= 333 PLF <br /> Combir+ed Unifc�m Total Load: wT= 826 PLF <br /> Conlrollinq Tctal Desiqn Load: wT-conl= 826 PLF <br /> Properties for: t!2- Douqlas-Fir-Larch <br /> 6endinq Stress: Fb= 900 PSI <br /> Shear Stress: Fv= 180 P51 <br /> M1lodulus o([lasticitv: E= 1600000 P£I <br /> Adiusled Modulus ol Elasticil��: E-�✓1in= 580000 PSI <br /> Slress Perpendicular to Grain: Fc�erp=� 625 PSI <br /> Ad�usted Properties <br /> Fb'(Tensionl: Fb'= 1144 PSI <br /> Adjustment Faclors: Cd=1.15 Cm=0.85 CF=1.30 <br /> I d: Fv= 201 PSI <br /> Adjuslment Factors: Cd=1.15 Cm=0.97 <br /> L': E'= 1440000 PSI <br /> E-Min': E•Min= 522000 PSI <br /> Adiustment Factors: Cm=0.90 Ci=1.00 <br /> Pc'_perp: Fc�erp= 419 PSI <br /> Adiusiment Factors: Cm=0.90 Ci=1.00 <br /> Des�n Requirements: <br /> Controlfinq MomenC M= 929 FT•LB <br /> 1.5 fl from left support <br /> Crilical momen�created by combining all dead and live loads. <br /> CoNmllieq Shear. V= 743 LB <br /> Al a distance d from support <br /> Critical shear crea�eci bY conibining all dead and live loads. <br /> Cor�p,�risons Wilh Required Sections: <br /> �ection Modulus(Moment): Sreq= 9.74 IN3 <br /> S= 30.66 IN3 <br /> Are. (Shear): Areq= 5.55 IN2 <br /> A= 25.38 IN2 <br /> 61on;ent o;Inertia(Deflechon): Ireq= 6.96 IN4 <br /> 1= 111.15 IN4 <br />