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Wood Beam <br />LIC# : KW-06019792, Build:20.24.04.09 EC + Associates Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RB2 WITH SISTER 2x12 RAFTERS <br />Project File: 25-422 1414 W EDINGER AVE.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 : 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 />2,900.0 <br />2,900.0 <br />2,900.0 <br />750.0 <br />2,200.0 <br />1,118.19 <br />290.0 <br />2,025.0 45.070 <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 />Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 0.6665 ft, (ROOF LOADS) <br />Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 2.250 ft, (ROOF LOADS) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.171: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 9.625 ft <br />27.54 psi= <br />= <br />3,651.06 psi <br />6.50 X 11.250Section 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 6.50 X 11.250 <br />Maximum Shear Stress Ratio 0.076 : 1 <br />0.000 ft= <br />= <br />624.84 psi <br />Maximum Deflection <br />0 <br /><360 <br />818 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.107 in <br />2162 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.282 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 = 19.250 ft 1 0.148 0.066 0.90 1.007 1.001.00 1.00 4.44 388.4 2,628.8 0.83 261.01.00 17.11.00 <br />1.00+D+Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 19.250 ft 1 0.171 0.076 1.25 1.007 1.001.00 1.00 7.14 624.8 3,651.1 1.34 362.51.00 27.51.00 <br />1.00+D+0.750Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 19.250 ft 1 0.155 0.069 1.25 1.007 1.001.00 1.00 6.46 565.7 3,651.1 1.22 362.51.00 24.91.00 <br />1.00+0.60D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 19.250 ft 1 0.050 0.022 1.60 1.007 1.001.00 1.00 2.66 233.0 4,673.4 0.50 464.01.00 10.31.00 <br />.