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Wood Beam <br />LIC# : KW-06014559, Build:20.25.02.26 ERUSU CONSULTANTS US (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:2x8 Rafter @ 24" o.c. (Wind Condition_Downward) (Strength Check) <br />Project File: 2x8 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, SDPWS 2021 <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 = 0.0420, W = 0.2260 k @ 8.350 ft, (Solar Panel Load) <br />Point Load : D = 0.0420, W = 0.2260 k @ 12.0 ft, (Solar Panel Load) <br />Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 0.0 -->> 1.650 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load) <br />Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 18.70 -->> 19.0 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.971: 1 <br />Load Combination <br />+D+0.60W <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.668 ft <br />26.19 psi= <br />= <br />1,987.20 psi <br />2x8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination <br />D Only <br />= <br />= <br />= <br />162.00 psi== <br />Section used for this span 2x8 <br />Maximum Shear Stress Ratio 0.162 : 1 <br />18.445 ft= <br />= <br />1,930.14 psi <br />Maximum Deflection <br />161 <br /><144 <br />131 <br />Ratio =0 <115 <br />Max Downward Transient Deflection 1.410 in <br />0 <br />Ratio =>=144 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 1.731 in Ratio =>=115 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : W Only <br />n/a <br />Span: 1 : +D+0.60W <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 = 19.0 ft 1 0.861 0.162 0.90 1.200 1.151.00 1.00 1.05 962.2 1,117.8 0.19 162.01.00 26.21.00 <br />1.00+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 19.0 ft 1 0.637 0.138 1.25 1.200 1.151.00 1.00 1.08 988.6 1,552.5 0.22 225.01.00 31.01.00 <br />1.00+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />Page 8