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Wood Beam <br />Engineering DesignLic. # : KW-06010734 <br />DESCRIPTION:HDR: 4x4 <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 Ave (3-15-2024.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 <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 />Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 6.0 ft, (Roof weight) <br />Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 10.60 ft, (Ceiling weight) <br />Uniform Load : D = 0.0150 ksf, Tributary Width = 5.0 ft, (Wall weight) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.776: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.000 ft <br />65.81 psi= <br />= <br />1,350.00 psi <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 0.366 : 1 <br />3.723 ft= <br />= <br />1,047.88 psi <br />Maximum Deflection <br />0 <360441Ratio =0 <240 <br />Max Downward Transient Deflection 0.035 in 1381Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.109 in Ratio =>=240Max Upward Total Deflection 0.000 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 = 4.0 ft 1 0.569 0.268 0.90 1.500 1.00 1.00 1.00 0.41 691.87 1215.00 0.35 162.001.00 43.45 <br />1.00+D+L 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 4.0 ft 1 0.776 0.366 1.00 1.500 1.00 1.00 1.00 0.62 1,047.88 1350.00 0.54 180.001.00 65.81 <br />1.00+D+Lr 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 4.0 ft 1 0.649 0.306 1.25 1.500 1.00 1.00 1.00 0.65 1,094.90 1687.50 0.56 225.001.00 68.76 <br />1.00+D+0.750Lr+0.750L 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 4.0 ft 1 0.747 0.352 1.25 1.500 1.00 1.00 1.00 0.75 1,261.15 1687.50 0.65 225.001.00 79.21 <br />1.00+D+0.750L 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 4.0 ft 1 0.618 0.291 1.15 1.500 1.00 1.00 1.00 0.57 958.88 1552.50 0.49 207.001.00 60.22 <br />1.00+0.60D 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 4.0 ft 1 0.192 0.091 1.60 1.500 1.00 1.00 1.00 0.25 415.12 2160.00 0.21 288.001.00 26.07