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Wood Beam <br />LIC# : KW-06019549, Build:20.25.04.16 SHEHZAD KHALIQ STRUCTURAL ENGINEER (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:B4 <br />Project File: santa ana portola.ec6 <br />Project Title: <br />Engineer: <br />CODE REFERENCES <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.1 <br />1,000.0 <br />1,000.0 <br />1,500.0 <br />625.0 <br />1,700.0 <br />620.0 <br />180.0 <br />675.0 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 7-22 / IBC 2024 (L<=100psf) <br />6x10 <br />Span = 13.0 ft <br />6x10 <br />Span = 4.50 ft <br />1 2 3 <br />D(0.34) Lr(0.4) <br />D(0.026) Lr(0.03)D(0.026) Lr(0.03) <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Load for Span Number 1 <br />Uniform Load : D = 0.0260, Lr = 0.030 , Tributary Width = 1.0 ft <br />Load for Span Number 2 <br />Uniform Load : D = 0.0260, Lr = 0.030 , Tributary Width = 1.0 ft <br />Point Load : D = 0.340, Lr = 0.40 k @ 4.50 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.452: 1 <br />Load Combination <br />+D+Lr+H, LL Comb Run (LL) <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 13.000 ft <br />27.23 psi= <br />= <br />1,250.00 psi <br />6x10Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination <br />+D+Lr+H, LL Comb Run (*L) <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 6x10 <br />Maximum Shear Stress Ratio 0.121 : 1 <br />13.000 ft= <br />= <br />565.27 psi <br />Maximum Deflection <br />762 <br />>=360 <br />460 <br />Ratio =1818 >=180 <br />Max Downward Transient Deflection 0.141 in <br />2625 <br />Ratio =>=360 <br />Max Upward Transient Deflection -0.059 in Ratio = <br />Max Downward Total Deflection 0.234 in Ratio =>=180 <br />Max Upward Total Deflection -0.086 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 2 : Lr Only, LL Comb Run (*L) <br />Span: 1 : Lr Only, LL Comb Run (*L) <br />Span: 2 : +D+Lr+H, LL Comb Run (*L) <br />Span: 1 : +D+Lr+H, LL Comb Run (*L) <br />.Maximum Forces & Stresses for Load Combinations <br />Span #C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />+D+H 0.0 0.00 0.00.0 <br />1.00Length = 13.0 ft 1 0.289 0.077 0.90 1.000 1.001.00 1.00 1.79 260.1 900.0 0.44 162.012.51.00 <br />1.00Length = 4.50 ft 2 0.289 0.077 0.90 1.000 1.001.00 1.00 1.79 260.1 900.0 0.44 162.012.51.00 <br />1.00+D+L+H, LL Comb Run (*L)1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 13.0 ft 1 0.260 0.070 1.00 1.000 1.001.00 1.00 1.79 260.1 1,000.0 0.44 180.012.51.00 <br />pg015