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Wood Beam <br />LIC# : KW-06019075, Build:20.23.05.25 PARTNER ENGINEERING AND SCIENCES INC (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:(N) Header <br />Project File: 1.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir-Larch (North) <br />No.1 <br />1200 <br />1200 <br />1000 <br />625 <br />1600 <br />580 <br />170 <br />825 30.59 <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 :IBC 2021 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 14.0 ft, (Roof) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.649: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.250 ft <br />63.18 psi= <br />= <br />1,500.00 psi <br />6x12Section 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 />212.50 psi== <br />Section used for this span 6x12 <br />Maximum Shear Stress Ratio 0.297 : 1 <br />11.542 ft= <br />= <br />973.30 psi <br />Maximum Deflection <br />0 <360 <br />601 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.139 in 1081Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.249 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 />1.00Length = 12.50 ft 1 0.400 0.183 0.90 1.000 1.001.00 1.00 4.36 432.0 1,080.0 1.18 153.01.00 28.01.00 <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 = 12.50 ft 1 0.649 0.297 1.25 1.000 1.001.00 1.00 9.83 973.3 1,500.0 2.66 212.51.00 63.21.00 <br />1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 12.50 ft 1 0.559 0.256 1.25 1.000 1.001.00 1.00 8.47 838.0 1,500.0 2.29 212.51.00 54.41.00 <br />1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 12.50 ft 1 0.135 0.062 1.60 1.000 1.001.00 1.00 2.62 259.2 1,920.0 0.71 272.01.00 16.81.00 <br />. <br />302 E Santa Clara Ave <br />9/25/2024