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Roof Beam[ 2006 International Buildinq Code (05 NOS) ) Ver. 7.01.14 <br />By: Peter Chopelas , Chopelas 8 Associates, Inc. on: 07-08-2011 : 3:17:46 <br />PM <br />Project: Seats - Location: inner roof beam <br />Summary: <br />3.5 IN x 9.25 IN x 11.0 FT / #2 - Douglas -Fir -Larch - Dry Use <br />Section Adequate By: 24 4% Controlling Factor: Section Modulus / Depth <br />Required 8.29 In <br />Deflections: <br />Dead Load: <br />DLD= <br />0.08 <br />IN <br />Live Load: <br />LLD= <br />0.17 <br />IN = UR89 <br />Total Load: <br />TLD= <br />0.24 <br />IN = U541 <br />Reactions (Each End): <br />Live Load: <br />LL-Rxn= <br />1031 <br />LB <br />Dead Load: <br />DL-Rxn= <br />473 <br />LB <br />Total Load: <br />TL-Rxn= <br />1505 <br />LB <br />Bearing Length Required (Beam only, support capacity not checked): <br />BL= <br />0.89 <br />IN <br />Beam Data: <br />Span: <br />L= <br />11.0 <br />FT <br />Maximum Unbraced Span: <br />Lu= <br />2.0 <br />FT <br />Pitch Of Roof. <br />RP= <br />4. <br />: 12 <br />Live Load Deflect. Criteria: <br />U <br />240 <br />Total Load Deflect. Criteria: <br />U <br />180 <br />Roof Loadinq: <br />Roof Live Load -Side One: <br />LL1= <br />25.0 <br />PSF <br />Roof Dead Load -Side One: <br />DL1= <br />10.0 <br />PSF <br />Tributary Width -Side One: <br />TW 1= <br />4.25 <br />FT <br />Roof Live Load -Side Two: <br />LL2= <br />25.0 <br />PSF <br />Roof Dead Load -Side Two: <br />DL2= <br />10.0 <br />PSF <br />Tributary Width -Side Two: <br />TW2= <br />3.25 <br />FT <br />Roof Duration Factor: <br />Cd= <br />1.15 <br />Beam Self Weiqht: <br />BSW= <br />7 <br />PLF <br />Slopo/Pitch Adjusted Lenqths and Loads: <br />Adjusted Beam Length: <br />Ladi= <br />11.0 <br />FT <br />Beam Uniform Live Load: <br />wL= <br />188 <br />PLF <br />Beam Uniform Dead Load: <br />wD adj= <br />86 <br />PLF <br />Total Unifoi.n Load: <br />wT= <br />274 <br />PLF <br />Properties For: #2- Douglas -Fir -Larch <br />Bendinq Stress: <br />Fb= <br />900 <br />PSI <br />Shear Stress: <br />Fv= <br />180 <br />PSI <br />Modulus of Elasticity: <br />E= <br />1600000 <br />PSI <br />Adjusted Modulus of Elasticity: <br />E-Min= <br />580000 <br />PSI <br />Stress Perpendicular to Grain: <br />Fc_perp= <br />625 <br />PSI <br />Adjusted Properties <br />Fb' (Tension): <br />Fb'= <br />1238 <br />PSI <br />Adjustment Factors: Cd=1.15 CI=1.00 CF=1.20 <br />Fv': <br />Fv'= <br />207 <br />PSI <br />Adjustment Factors: Cd=1.15 <br />Design Requirements: <br />Controlling Moment: <br />M= <br />4138 <br />FT -LB <br />5.5 it from left support <br />Critical moment created by combining all dead and live loads. <br />Controllinq Shear: <br />V= <br />1294 <br />LB <br />At a distance d 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 />40.12 <br />IN3 <br />S= <br />49.91 <br />IN3 <br />Area (Shear): <br />Areq= <br />9.38 <br />IN2 <br />A= <br />32.38 <br />IN2 <br />Mo-ant of Inertia (Deflection): <br />Iraq= <br />76.80 <br />IN4 <br />1= <br />230.84 <br />IN4 <br />