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Wood Beam <br />Engineering DesignLic. # : KW-06010734 <br />DESCRIPTION:(E)2x12 Beam <br />Title Block Line 1 <br />You can change this area <br />using the "Settings" menu item <br />and then using the "Printing & <br />Title Block" selection. <br />Title Block Line 6 <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 <br />File: Jason Ln (1-28-2025).ec6 <br />Project Title:Engineer:Project ID:Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, CBC 2022, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />Allowable Stress Design <br />Douglas Fir-LarchNo.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0575.0 31.20 <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 />Load for Span Number 1 <br />Uniform Load : D = 0.0160, L = 0.040 ksf, Tributary Width = 7.50 ft, (Floor/Balcony weight) <br />Load for Span Number 2 <br />Uniform Load : D = 0.0160, L = 0.040 ksf, Tributary Width = 7.50 ft, (Floor/Balcony weight) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.693: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.800 ft <br />117.60 psi= <br />= <br />1,035.00 psi <br />2x12Section 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 2x12 <br />Maximum Shear Stress Ratio 0.653 : 1 <br />5.888 ft= <br />= <br />716.80 psi <br />Maximum Deflection <br />34362 >=3602104Ratio =24544 >=240 <br />Max Downward Transient Deflection 0.028 in 2946Ratio =>=360Max Upward Transient Deflection -0.002 in Ratio = <br />Max Downward Total Deflection 0.039 in Ratio =>=240Max Upward Total Deflection -0.003 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C i C LCCCCF/V mr td <br />Shear ValuesMax Stress Ratios <br />M CV fbM fvF'b V F'vSegment Length <br />D Only 0.00 0.00 0.000.00 <br />1.00Length = 6.80 ft 1 0.220 0.207 0.90 1.000 1.15 1.00 1.00 0.54 204.80 931.50 0.38 162.001.00 33.60 <br />1.00Length = 3.0 ft 2 0.220 0.207 0.90 1.000 1.15 1.00 1.00 0.54 204.80 931.50 0.25 162.001.00 33.60 <br />1.00+D+L 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.80 ft 1 0.693 0.653 1.00 1.000 1.15 1.00 1.00 1.89 716.80 1035.00 1.32 180.001.00 117.60 <br />1.00Length = 3.0 ft 2 0.693 0.653 1.00 1.000 1.15 1.00 1.00 1.89 716.80 1035.00 0.87 180.001.00 117.60 <br />1.00+D+0.750L 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.80 ft 1 0.455 0.429 1.25 1.000 1.15 1.00 1.00 1.55 588.80 1293.75 1.09 225.001.00 96.60 <br />1.00Length = 3.0 ft 2 0.455 0.429 1.25 1.000 1.15 1.00 1.00 1.55 588.80 1293.75 0.72 225.001.00 96.60 <br />1.00+0.60D 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.80 ft 1 0.074 0.070 1.60 1.000 1.15 1.00 1.00 0.32 122.88 1656.00 0.23 288.001.00 20.16