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Wood Beam <br />LIC# : KW-06011706, Build:20.24.03.01 George Kiledjian (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:M3 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set : ASCE 7-05 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />875 <br />875 <br />600 <br />625 <br />1300 <br />470 <br />170 <br />425 31.21 <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 7-05 <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 = 0.150, Lr = 0.0270, L = 0.050 , Tributary Width = 1.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.817: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.500ft <br />35.90 psi= <br />= <br />875.00psi <br />6x12Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L <br />= <br />= <br />= <br />170.00 psi== <br />Section used for this span 6x12 <br />Maximum Shear Stress Ratio 0.211 : 1 <br />0.000 ft= <br />= <br />715.17psi <br />Maximum Deflection <br />0 <360 <br />470 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.104 in 1956Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.433 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 : L Only <br />n/a <br />Span: 1 : +D+0.750Lr+0.750L <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 />1.00Length = 17.0 ft 1 0.681 0.176 0.90 1.000 1.001.00 1.00 5.42 536.4 787.5 1.14 153.01.00 26.91.00 <br />1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.817 0.211 1.00 1.000 1.001.00 1.00 7.23 715.2 875.0 1.51 170.01.00 35.91.00 <br />1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.579 0.150 1.25 1.000 1.001.00 1.00 6.39 632.9 1,093.8 1.34 212.51.00 31.81.00 <br />1.00+D+0.750Lr+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.679 0.175 1.25 1.000 1.001.00 1.00 7.50 742.9 1,093.8 1.57 212.51.00 37.31.00 <br />1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.666 0.172 1.15 1.000 1.001.00 1.00 6.77 670.5 1,006.3 1.42 195.51.00 33.71.00 <br />HOLD- 420 W 17th <br />St3/7/2025