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Wood Beam <br />LIC# : KW-06013476, Build:20.23.07.20 The Stane Corporation (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:BEAM 3 <br />Project File: 3 - CLEMENSEN ENERCALC.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, 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 />iLevel Truss Joist <br />Parallam PSL 2.2E <br />2900 <br />2900 <br />2900 <br />750 <br />2200 <br />1118.19 <br />290 <br />2025 45.07 <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 />Point Load : D = 1.827, Lr = 2.272 k @ 7.920 ft, (HIP BEAMS 5) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.857: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 7.910ft <br />192.93 psi= <br />= <br />3,848.50psi <br />3.5x7.0Section 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 />362.50 psi== <br />Section used for this span 3.5x7.0 <br />Maximum Shear Stress Ratio 0.532 : 1 <br />9.850 ft= <br />= <br />3,297.83psi <br />Maximum Deflection <br />0 <240 <br />238 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.286 in 437Ratio = >=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.524 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 />n/a <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 = 10.420 ft 1 0.537 0.334 0.90 1.062 1.001.00 1.00 3.54 1,487.6 2,770.9 1.42 261.01.00 87.21.00 <br />1.00+D+Lr 1.062 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 10.420 ft 1 0.857 0.532 1.25 1.062 1.001.00 1.00 7.86 3,297.8 3,848.5 3.15 362.51.00 192.91.00 <br />1.00+D+0.750Lr 1.062 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 10.420 ft 1 0.739 0.459 1.25 1.062 1.001.00 1.00 6.78 2,845.3 3,848.5 2.72 362.51.00 166.51.00 <br />1.00+0.60D 1.062 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 10.420 ft 1 0.181 0.113 1.60 1.062 1.001.00 1.00 2.13 892.6 4,926.1 0.85 464.01.00 52.31.00 <br />. <br />1506 E Clemensen Ave & <br />#212/12/2024