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Wood Beam <br />Keshishian EngineeringLic. # : KW-06012794 <br />DESCRIPTION:RB-2 <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 <br />File: 23064.ec6 <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, 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 />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 8.0 ft <br />Point Load : D = 1.30, Lr = 1.80 k @ 11.50 ft, (RB-1) <br />Uniform Load : D = 0.0050, Lr = 0.010 ksf, Tributary Width = 12.0 ft, (CEILING) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.710: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 11.500 ft <br />97.01 psi= <br />= <br />3,563.50 psi <br />7x14Section 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 7x14 <br />Maximum Shear Stress Ratio 0.268 : 1 <br />0.000 ft= <br />= <br />2,531.68 psi <br />Maximum Deflection <br />0 <240 <br />227 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.729 in 378Ratio =>=240 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 1.215 in Ratio =>=180 <br />Max 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 LC CCCF/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 = 23.0 ft 1 0.396 0.148 0.90 0.983 1.00 1.00 1.00 19.38 1,016.90 2565.72 2.52 261.001.00 38.63 <br />1.00+D+Lr 0.983 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 23.0 ft 1 0.710 0.268 1.25 0.983 1.00 1.00 1.00 48.24 2,531.68 3563.50 6.34 362.501.00 97.01 <br />1.00+D+0.750Lr 0.983 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 23.0 ft 1 0.604 0.227 1.25 0.983 1.00 1.00 1.00 41.03 2,152.98 3563.50 5.38 362.501.00 82.41 <br />1.00+0.60D 0.983 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 23.0 ft 1 0.134 0.050 1.60 0.983 1.00 1.00 1.00 11.63 610.14 4561.28 1.51 464.001.00 23.18 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+Lr 1 1.2150 11.584 0.0000 0.000 <br />. <br />Page 9 <br />1108 N Towner St & <br />#212/13/2024