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Wood Beam <br />LIC# : KW-06014612, Build:20.24.08.01 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:C2 canopy rafter <br />Project File: 23-0221-00 (Plan Check #1).ec6 <br />Project Title:Illumination Foundation <br />Engineer: <br />Project ID:23-0221-00 <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Completely Unbraced <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />575.0 31.210 <br />Analysis Method : <br />Eminbend - xx ksi <br />Wood Species : <br />Wood Grade : <br />Fb + <br />psi <br />psi <br />Fv psi <br />Fb - <br />Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />E : Modulus of Elasticity <br />Ebend- xx ksi <br />Density pcf <br />Load Combination :ASCE 7-16 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.788: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 7.125 ft <br />37.96 psi= <br />= <br />1,236.11 psi <br />3x8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 3x8 <br />Maximum Shear Stress Ratio 0.169 : 1 <br />13.678 ft= <br />= <br />973.54 psi <br />Maximum Deflection <br />581 <br /><360 <br />332 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.294 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.514 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />0.95Length = 14.250 ft 1 0.450 0.100 0.90 1.200 1.001.00 1.00 0.76 417.2 928.0 0.20 162.01.00 16.31.00 <br />0.95+D+Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.92Length = 14.250 ft 1 0.788 0.169 1.25 1.200 1.001.00 1.00 1.78 973.5 1,236.1 0.46 225.01.00 38.01.00 <br />0.92+D+0.750Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.92Length = 14.250 ft 1 0.675 0.145 1.25 1.200 1.001.00 1.00 1.52 834.5 1,236.1 0.39 225.01.00 32.51.00 <br />0.92+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.85Length = 14.250 ft 1 0.170 0.034 1.60 1.200 1.001.00 1.00 0.46 250.3 1,475.6 0.12 288.01.00 9.81.00 <br />. <br />Previously 4x4 <br />4.1.4 <br />914-918 N Bewley <br />St5/8/2025