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Roof Beam[ 2003 International Residential Code (97 NDS) I Ver: 6.00.62 <br />BY:.. Area Home Planners on: 04-16-2007 <br />: 10:44:26 AM <br />Project: NGUYEN BINH - Location: 13.5' girder truss <br />Summary: <br />5.25 IN x 11.25 IN x 13.5 FT / 2.0E Parallam - Trus Joist -MacMillan <br />Section Adequate By: 120.7% Controlling Factor: Section Modulus / Depth <br />Required 8.36 In <br />Deflections: <br />Dead Load: <br />DLD= <br />0.15 <br />IN <br />Live Load: <br />LLD= <br />0.22 <br />IN = U745 <br />Total Load: <br />TLD= <br />0.37 <br />IN = U438 <br />Reactions (Each End): <br />Live Load: <br />LL-Rxn= <br />2447 <br />LB <br />Dead Load: <br />DL-Rxn= <br />1715 <br />LB <br />Total Load: <br />TL-Rxn= <br />4162 <br />LB <br />Bearing Length Required (Beam only, support capacity not checked): <br />BL= <br />1.06 <br />IN <br />Beam Data: <br />Span: <br />L= <br />13.5 <br />FT <br />Maximum Unbraced Span: <br />Lu= <br />0.0 <br />FT <br />Pitch Of Roof: <br />RP= <br />5 <br />: 12 <br />Live Load Deflect. Criteria: <br />U <br />240 <br />Total Load Deflect. Criteria: <br />U <br />180 <br />RoofLoadinq: <br />Roof Live Load -Side One: <br />LL1= <br />25.0 <br />PSF <br />Roof Dead Load -Side One: <br />DL1= <br />15.0 <br />PSF <br />Tributary Width -Side One: <br />TW1= <br />14.5 <br />FT <br />Roof Live I.oad-Side Two: <br />LL2= <br />25.0 <br />PSF <br />Roof Dead Load -Side Two: <br />DL2= <br />15.0 <br />PSF <br />Tributary Width -Side Two: <br />TW2= <br />0.0 <br />FT <br />Roo( Duration Factor: <br />Cd= <br />1.15 <br />Beam Self Weiqht: <br />BSW= <br />18 <br />PLF <br />Slope/Pilch Adjusted Lenqths and Loads: <br />Adjusted Beam Lenqlh: <br />Ladi= <br />13.5 <br />FT <br />Beam Uniform Live Load: <br />wL= <br />363 <br />PLF <br />Beam Uniform Dead Load: <br />wD_adi= <br />254 <br />PLF <br />Total Uniform Load: <br />wT= <br />617 <br />PLF <br />Properties For: 2.0E Parallam- Trus Joist -MacMillan <br />Bendinq Stress: <br />Fb= <br />2900 <br />PSI <br />Shear Stress: <br />Fv= <br />290 <br />PSI <br />Modulus of Elasticity: <br />E= <br />2000000 <br />PSI <br />Stress Perpendicular to Grain: <br />Fc_perp= <br />750 <br />PSI <br />Adjusted Properties <br />Fb' (Tension): <br />Fb'= <br />3359 <br />PSI <br />Adjustment Factors: Cd=1.15 Cf=1.01 <br />Fv': <br />Fv'= <br />334 <br />PSI <br />Adjustment Factors: Cd=1.15 <br />Design Requirements: <br />Conlrollinq Moment: <br />M= <br />14047 <br />FT -LB <br />6.75 It from left support <br />Critical moment created by combining all dead and live loads. <br />Conlrollinq Shear: <br />V= <br />3662 <br />LB <br />Al a distanced from support. <br />Critical shear created by combining all dead and live loads. <br />Comparisons With Required Sections: <br />Section Modulus (Moment): <br />Sreq= <br />50.18 <br />IN3 <br />S= <br />110.74 <br />IN3 <br />'Shear: <br />Area (Shear): <br />Areq= <br />16.47 <br />N2 <br />A= <br />59.06 <br />IN2 <br />Moment of Inertia (Deflection): <br />Ireq= <br />255.96 <br />IN4 <br />1= <br />622.92 <br />IN4 <br />