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Roof Beamf 2006 International Buildinq Code (05 NDS) I Ver 7.01.14 <br />By: Peter Chopelas . Chopelas 8 Associates, Inc. on: 07-08.2011 : 7.19:53 <br />PM <br />Project: Saala - Location: room window header beam <br />Summary: <br />3.5 IN x 9.25 IN x 5.0 FT / #2 - Douglas -Fir -Larch - Dry Use <br />Section Adequate By: 621.4% Controlling Factor: Section Modulus / Depth Required 3.44 in <br />Deflections: <br />Dead Load: <br />DLD= <br />0.00 <br />IN <br />Live Load: <br />LLD= <br />0.01 <br />IN = L/10087 <br />Total Load: <br />TLD= <br />0.01 <br />IN - L/6878 <br />Reactions (Each End): <br />Live Load: <br />LL-Rxn= <br />391 <br />LB <br />Dead Load: <br />DL-Rxn= <br />182 <br />LB <br />Total Load: <br />TL-Rxn= <br />573 <br />LB <br />Bearing Length Required (Beam only, support capacity not checked): <br />BL= <br />0.26 <br />IN <br />Beam Data: <br />Span: <br />L= <br />5.0 <br />FT <br />Maximum Unbraced Span: <br />Lu= <br />0.0 <br />FT <br />Pitch Of Roof: <br />RP= <br />4. <br />: 12 <br />Live Load Deflect. Criteria: <br />L/ <br />240 <br />Total Load Deflect. Criteria: <br />L/ <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 />TW1= <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 />2.0 <br />FT <br />Roof Duration Factor: <br />Cd= <br />1.15 <br />Beam Self Welqht: <br />SSW'= <br />7 <br />PLF <br />Slope/Pitch Adjusted Lenqths and Loads: <br />Adiustea Beam Lenqth: <br />Ladj= <br />6.0 <br />FT <br />Beam Uniform live Load: <br />wL= <br />156 <br />PLF <br />Beam Uniform, Dead Load: <br />wD adi= <br />73 <br />PLF <br />Total Uniform Load: <br />wT= <br />229 <br />PLF <br />Properties For: #2- Douglas-Fir-Larr.i <br />Bendinq Stress: <br />Fb= <br />900 <br />PSI <br />Shear Stress: <br />Fv= <br />180 <br />PSI <br />Modulus of Elas:icifv: <br />E= <br />1600000 <br />PSI <br />Adjusted Modulus r f Flasticily: <br />E-Min= <br />580000 <br />PSI <br />Stress Perpendicu.ar to Grain: <br />Fc_perp= <br />625 <br />PSI <br />Adjusted Properties <br />Fb' (Tensions: <br />Fb'= <br />1242 <br />PSI <br />Adjustment F actors: Cd=1.15 CFI 1.20 <br />Fv': <br />Fv'= <br />207 <br />PSI <br />Adiustment Factors: Cd=1.15 <br />Design Requirements: <br />Controllinq Moment: <br />M= <br />716 <br />FT -LB <br />2.5 II from left support <br />Critical moment created by combining all dead and live loads. <br />Controllinq Shear: <br />V= <br />401 <br />LB <br />Al a distance d from support. <br />Critical shear created by combining all dead and live loads. <br />Comparisons With Required Sectiona: <br />Section Modulus (Moment): <br />Sreq= <br />6.92 <br />IN3 <br />S= <br />49.91 <br />IN3 <br />Area (Shear): <br />Areq= <br />2.91 <br />IN2 <br />A= <br />32.38 <br />IN2 <br />Moment of Inertia (Deflection): <br />Iraq= <br />6.04 <br />IN4 <br />1= <br />230.84 <br />IN4 <br />