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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:2x6 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check) <br />Project File: 2x6 joist @ 24 o.c_copy.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 />Load for Span Number 1 <br />Uniform Load : D = 0.00810 ksf, Tributary Width = 2.0 ft, (Existing Roof Dead Load) <br />Point Load : D = 0.0370, W = -0.4340 k @ 2.60 ft, (Solar Panel Load) <br />Point Load : D = 0.0370, W = -0.4340 k @ 6.60 ft, (Solar Panel Load) <br />Uniform Load : Lr = 0.020, W = -0.0350 ksf, Extent = 0.0 -->> 1.60 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load) <br />Uniform Load : Lr = 0.020, W = -0.0350 ksf, Extent = 13.40 -->> 16.0 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load) <br />Load for Span Number 2 <br />Uniform Load : D = 0.00810, Lr = 0.020, W = -0.0350 ksf, Tributary Width = 2.0 ft, (Existing Roof Load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.903: 1 <br />Load Combination +D+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.615 ft <br />57.44 psi= <br />= <br />1,210.95 psi <br />2x6Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +0.60D+0.60W+0.60H <br />= <br />= <br />= <br />288.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.199 : 1 <br />0.000 ft= <br />= <br />1,093.50 psi <br />Maximum Deflection <br />65 >=46 <br />120 <br />Ratio =126 >=120 <br />Max Downward Transient Deflection 1.013 in 46Ratio =>=46 <br />Max Upward Transient Deflection -2.944 in Ratio = <br />Max Downward Total Deflection 0.398 in Ratio =>=120 <br />Max Upward Total Deflection -0.378 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 2 : W Only <br />Span: 2 : Lr Only <br />Span: 2 : +0.60D+0.60W+0.60H <br />Span: 2 : +D+Lr+H <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+H 0.0 0.00 0.00.0 <br />1.00Length = 16.0 ft 1 0.903 0.194 0.90 1.300 1.151.00 1.00 0.69 1,093.5 1,211.0 0.17 162.01.00 31.51.00 <br />1.00Length = 2.0 ft 2 0.042 0.194 0.90 1.300 1.151.00 1.00 0.03 51.4 1,211.0 0.02 162.01.00 31.51.00 <br />1.00+D+L+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />Page 11 <br />1401 E Joana Dr <br />11/27/2024