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Wood Beam <br />LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:2x4 Rafter @ 24" o.c. (Wind Condition_Uplift) (Strength Check) <br />Project File: 2x4 Joist @24 O.C.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 Repetitive Member Stress Increase <br />Allowable Stress Design <br />Douglas Fir - Larch <br />No.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />575.0 31.210 <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 NOT internally calculated and added <br />Uniform Load : D = 0.00810 ksf, Tributary Width = 2.0 ft, (Existing Roof Dead Load) <br />Point Load : D = 0.0520, W = -0.570 k @ 4.0 ft, (Solar Panel Load) <br />Point Load : D = 0.0520, W = -0.570 k @ 7.350 ft, (Solar Panel Load) <br />Uniform Load : Lr = 0.020, W = -0.0330 ksf, Extent = 0.0 -->> 3.0 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.977: 1 <br />Load Combination +0.60D+0.60W <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.996 ft <br />47.62 psi= <br />= <br />2,484.00 psi <br />2x4Section 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 2x4 <br />Maximum Shear Stress Ratio 0.212 : 1 <br />0.000 ft= <br />= <br />2,428.09 psi <br />Maximum Deflection <br />71 >=71 <br />258 <br />Ratio =146 >=120 <br />Max Downward Transient Deflection 0.116 in 773Ratio =>=71 <br />Max Upward Transient Deflection -1.259 in Ratio = <br />Max Downward Total Deflection 0.348 in Ratio =>=120 <br />Max Upward Total Deflection -0.616 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 />Span: 1 : +0.60D+0.60W <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 = 7.50 ft 1 0.602 0.146 0.90 1.500 1.151.00 1.00 0.21 840.7 1,397.3 0.08 162.01.00 23.71.00 <br />1.00+D+Lr 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.50 ft 1 0.603 0.212 1.25 1.500 1.151.00 1.00 0.30 1,171.0 1,940.6 0.17 225.01.00 47.61.00 <br />1.00+D+0.750Lr 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.50 ft 1 0.561 0.185 1.25 1.500 1.151.00 1.00 0.28 1,087.8 1,940.6 0.15 225.01.00 41.51.00 <br />1.00+D+0.60W 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.50 ft 1 0.842 0.168 1.60 1.500 1.151.00 1.00 0.53 2,091.8 2,484.0 0.17 288.01.00 48.31.00 <br />Page 10 <br />2525 N Santiago St - <br />201811081/3/2024