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-- -- -- <br /> ;�Ilcr! .{ P.03 <br /> Roof Beam(2006 International Building Code(05 NDS) I Ver. 7 01.'4 <br /> By on:11.09.2010:2.55.25 PM <br /> Project: GROUNDS SMAIA WINDOW- Location Small window <br /> Summary: <br /> 12 11.5 IN x 7 26 IN x 2.0 FT 102-Douglss-Fir-Larch-Dry Use <br /> Section Adeauete By:888.1% Controllinp Factor:Section Modulus/Depth Required 2.31 In <br /> Laminations are to ae fully connected to provide uniform transfer of loads to all member& <br /> Doflections: <br /> Dead Load. DLO= 0.00 IN <br /> Uva Load: LLD- 0.00 IN U36138 <br /> Total Load TLD- 0.D0 IN=L721228 <br /> Reactions(Each End): 281 LO <br /> Live Load: LL-Rxna <br /> Dead Load, DL-Rxn= 198 LD <br /> Total Load. TL-Rxn= 479 LB <br /> Bearing Length Required (Beam only, Support tapeaty I'd checker). VL- 0.2e IN <br /> Boom Data: <br /> Spon La 2.0 FT <br /> Maximum Unbrared Span. Lu= 0.0 FT <br /> Pitch Of Roof. RP* 5. . 12 <br /> Live Load Deflod. Criteria. U 180 <br /> Total Load Deflect. Criteria: U 120 <br /> Roof Landow <br /> Roof Live Load-Side One, LL1a 25.0 PSF <br /> Roof Dead Load-Side One, C' 1a 15.0 PSF <br /> Tr,butory Width Side One Ml= 525 FT <br /> Roof Live Land-Side Two. LL2- 250 PSF <br /> Roof Dead Load-Side Two: DL2.= 15.0 PSF <br /> Tributary Width-Side Two TW2. 0.0 FT <br /> Roof Duration Factor: Cd* 1.00 <br /> Wall Load WALL= 10 PLF <br /> Beam Self Welght: BSW= 5 PLF <br /> Slope-/Pitch Adjusted Lengths and Loads: <br /> Adiusted Beam Lenpth Ladl= 2.0 FT <br /> Beam Uniform Live Lnad wi 281 PLF <br /> Bear) Uniform Dead Load. wD_adl= 198 PLF <br /> Total Uniform Load wT= 479 PLF <br /> Properties For 412-Douolas-Fir-I nrnh <br /> Bendmp Stress: Fb= 900 PSI <br /> Shear Stross: Fv- 180 PSI <br /> Modulus of Elasticity. Ea 1000000 PSI <br /> Adiusled Modulus of Floshuty: E Min= 680000 PSI <br /> Stress Perpendicular to Grain Fc_perp: 025 PSI <br /> Adjusted Properties <br /> Fb'(Tension), Fb'= 1000 PSI <br /> Adjustment Factors: Ud-1.o0 CF-1.20 <br /> Fv' Fv- 180 PSI <br /> Adjustment Fadors, Cast 00 <br /> Design Requirements <br /> Controlling Moment: Ma 239 FT <br /> 1 0 8 from left support <br /> Critic9l moment created by combining all dead and five loads. <br /> Contrelllnq Shear V. 192 LB <br /> At a dislantm d from support. <br /> Cnflenl&hoar created by combining all dead and live loads, <br /> Comparisons With Renwr-d Sections, <br /> Section MOdpliq(Moment): Srega 2.68 IN3 <br /> S. 26.26 IN3 <br /> Argo(Shear): Area= 1.60 If12 <br /> At 21.75 IN2 <br /> Moment of Inertia(Defection): Iraq- 0.54 I144 <br /> 17 95.27 IN4 <br />