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Wood Beam <br />LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:(E) 4x16 Reinforcing Member Check (EW Roof Screen Support) - New Reinf <br />Project File: 3009 Daimler Cath Lab.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />iLevel Truss Joist <br />MicroLam LVL 1.9 E <br />2,600.0 <br />2,600.0 <br />2,510.0 <br />750.0 <br />1,900.0 <br />965.71 <br />285.0 <br />1,555.0 42.010 <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 :IBC 2021 <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 = 0.00260, Lr = 0.00350 ksf, Tributary Width = 8.0 ft, (DL + LL) <br />Point Load : D = 0.0660 k @ 14.0 ft, (Wind Screen) <br />Moment : W = 1.621 k-ft, Location = 12.0 ft from left end of this span, (Wind Screen Moment Demand) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.250: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 10.106ft <br />38.37 psi= <br />= <br />3,254.63psi <br />1.75x11.87Section 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 />356.25 psi== <br />Section used for this span 1.75x11.87 <br />Maximum Shear Stress Ratio 0.108 : 1 <br />18.575 ft= <br />= <br />814.70psi <br />Maximum Deflection <br />3806 >=360 <br />562 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.197 in 1185Ratio = >=360 <br />Max Upward Transient Deflection -0.061 in Ratio = <br />Max Downward Total Deflection 0.416 in Ratio = >=180 <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 />Span: 1 : W Only <br />Span: 1 : +D+Lr <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 = 19.50 ft 1 0.182 0.080 0.90 1.001 1.001.00 1.00 1.46 427.4 2,343.3 0.28 256.51.00 20.51.00 <br />1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 19.50 ft 1 0.250 0.108 1.25 1.001 1.001.00 1.00 2.79 814.7 3,254.6 0.53 356.31.00 38.41.00 <br />1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 19.50 ft 1 0.221 0.095 1.25 1.001 1.001.00 1.00 2.46 717.8 3,254.6 0.47 356.31.00 33.91.00 <br />1.00+D+0.60W 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 19.50 ft 1 0.126 0.053 1.60 1.001 1.001.00 1.00 1.80 526.3 4,165.9 0.33 456.01.00 24.11.00 <br />1.00+D-0.60W 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />FOR CHECK 2 <br />3009 S Daimler St <br />11/18/2024