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Wood Beam <br />LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:7 - HDR. <br />Project File: Member Check.ec6 <br />Project Title: <br />Engineer: <br />Pro ect ID: <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 />llowable 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 />nalysis 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 SCE 7-16 <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, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor) <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Vaulted Roof) <br />Uniform Load : D = 0.0150 ksf, Tributary Width = 8.0 ft, (Wall) <br />Point Load : D = 0.1120, L = 0.2080 k @ 1.833 ft, (F.B. 10) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.571: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 1.828ft <br />56.05 psi= <br />= <br />1,350.00psi <br />4x4Section 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 />180.00 psi== <br />Section used for this span 4x4 <br />Maximum Shear Stress Ratio 0.311 : 1 <br />2.715 ft= <br />= <br />770.28psi <br />Maximum Deflection <br />0 <360 <br />1047 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.014 in 2505Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.034 in Ratio = >=240 <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+L <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 = 3.0 ft 1 0.351 0.201 0.90 1.500 1.001.00 1.00 0.25 426.6 1,215.0 0.27 162.01.00 32.61.00 <br />1.00+D+L 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 3.0 ft 1 0.571 0.311 1.00 1.500 1.001.00 1.00 0.46 770.3 1,350.0 0.46 180.01.00 56.01.00 <br />1.00+D+Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 3.0 ft 1 0.282 0.162 1.25 1.500 1.001.00 1.00 0.28 475.5 1,687.5 0.30 225.01.00 36.51.00 <br />1.00+D+0.750Lr+0.750L 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 3.0 ft 1 0.427 0.236 1.25 1.500 1.001.00 1.00 0.43 720.1 1,687.5 0.43 225.01.00 53.11.00 <br />17