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Wood Beam <br />LIC# : KW-06014251, Build:20.23.05.25 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION: Purlin Check - 4X14 <br />Project File: Member Check.ec6 <br />Project Title: <br />Engineer: <br />CODE REFERENCES <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-Larch <br />No.1 & Better <br />1200 <br />1200 <br />1550 <br />625 <br />1800 <br />660 <br />180 <br />800 31.21 <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 />Beam self weight calculated and added to loading <br />Loads on all spans... <br />Point Load : D = 0.160, Lr = 0.320 k, Starting at : 2.0 ft and placed every 2.0 ft thereafter <br />Point Load : D = 0.140 k @ 16.0 ft, (Hangering rafter (2 each side @ 16ft and 18ft)) <br />Point Load : D = 0.140 k @ 18.0 ft, (Hangering rafter (2 each side @ 16ft and 18ft)) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.878: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 10.000 ft <br />80.46 psi= <br />= <br />1,725.00 psi <br />4x14Section 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 />225.00 psi== <br />Section used for this span 4x14 <br />Maximum Shear Stress Ratio 0.358 : 1 <br />18.905 ft= <br />= <br />1,514.19 psi <br />Maximum Deflection <br />0 <180 <br />313 <br />Ratio =0 <120 <br />Max Downward Transient Deflection 0.471 in 509Ratio =>=180 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.764 in Ratio =>=120 <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 #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 = 20.0 ft 1 0.464 0.209 0.90 1.000 1.151.00 1.00 4.92 576.8 1,242.0 1.05 162.033.91.00 <br />1.00+D+Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 20.0 ft 1 0.878 0.358 1.25 1.000 1.151.00 1.00 12.92 1,514.2 1,725.0 2.49 225.080.51.00 <br />1.00+D+0.750Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 20.0 ft 1 0.742 0.306 1.25 1.000 1.151.00 1.00 10.92 1,279.8 1,725.0 2.13 225.068.81.00 <br />1.00+0.60D 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 20.0 ft 1 0.157 0.071 1.60 1.000 1.151.00 1.00 2.95 346.1 2,208.0 0.63 288.020.31.00 <br />1821 E Newport Cir <br />12/23/2024