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C coo( - <br />Combination Roof and Floor Beam[ 94 UBC (91 NDS) j Ver. V4041618 <br />By: CITY OF EVERETT , on: 12-08-1 <br />98 <br />Project: - Location: <br />Summary: <br />5.50 IN x 11.50 IN x 16.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use <br />Required 15.67 <br />In <br />Section Inadequate ey: 85.7% Controlling Factor: Section Modulus I Depth <br />Deflections: <br />Dead Load: <br />DLD= <br />0.31 <br />IN <br />Live Load: <br />LLD= <br />0.63 <br />IN = 1_1303 <br />Total Load: <br />TLD= <br />0.95 <br />IN = L/203 <br />Reactions (Each End): <br />Live Load: <br />RL= <br />3120 <br />LB <br />Dead Load: <br />RD= <br />1531 <br />LB <br />Total L aad: <br />RT= <br />4651 <br />LB <br />Bearing Length Reqd.: <br />BL= <br />1.35 <br />IN <br />Beam Data: <br />Span: <br />L= <br />16.0 <br />FT <br />Maximum Unbraced Span: <br />Lu= <br />16.0 <br />FT <br />Live Load Deflect. Criteria: <br />L1 <br />360 <br />Total Load Deflect. Criteria: <br />L/ <br />240 <br />Roof Loading: <br />Live Load: <br />LLroaf <br />25 <br />PSF <br />Dead Load: <br />DLroof= <br />10 <br />PSF <br />Roof Rafter Tributary Width: <br />TWroof= <br />6.0 <br />FT <br />Roof Duration Factor: <br />Cdroof- <br />1.15 <br />Floor Loading: <br />Code Live Load: <br />LLfloor- <br />40 <br />PSF <br />Floor Dead Load: <br />DLfloor- <br />10 <br />PSF <br />Floor Joist Tributary Width: <br />TWfloor- <br />6.0 <br />FT <br />Floor Duration Factor: <br />Cdfloor- <br />1.00 <br />Wail Load: <br />WALL= <br />56 <br />PLF <br />Beam Loads: <br />Roof Live Load: <br />wLroof= <br />150 <br />PLF <br />Floor Live Load: <br />wLfloor- <br />240 <br />PLF <br />Beam Self Weight: <br />BSW= <br />15 <br />PLF <br />Beam Total Dead Load: <br />wD= <br />191 <br />PLF <br />Total Maximum Load: <br />wT= <br />581 <br />PLF <br />Controlling Total Design Load: <br />wTcont= <br />581 <br />PLF <br />Properties For: #2- DOUGLAS FIR -LARCH <br />Fb= <br />875 <br />PSI <br />Bending Stress: <br />Fv= <br />85 <br />PSI <br />Shear Stress: <br />Modulus of Elasticity: <br />E= <br />1300000 <br />PSI <br />Stress Perpendicular to Grain: <br />Fc_perp= <br />625 <br />PSI <br />Adjusted Properties: <br />Fb'= <br />991 <br />PSI <br />Fb' (Tension): <br />Adjustment Factors: Cd=1.15 CI=0.99 Cf=1.00 <br />Fv': <br />Fv'= <br />98 <br />PSI <br />Adjustment Factors: Cd=1.15 <br />Design Requirements: <br />Maximum Moment: <br />M= <br />1094 <br />FT -LB <br />Shear (@ d from beam end): <br />V= <br />4 094 <br />LB <br />Comparisons With Required Sections: <br />Sreq= <br />225.2 <br />IN3 <br />Section Modulus: <br />S= <br />121.2 <br />IN3 <br />Area: <br />Areq= <br />62.9 <br />IN2 <br />A= <br />63.2 <br />IN2 <br />Moment of Inertia: <br />Ireq= <br />829.5 <br />IN4 <br />