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Wood Beam <br />LIC# : KW-06014559, Build:20.23.2.14 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 <br />DESCRIPTION: 2x6 Rafters @ 16" o.c. (Wind Condition_Downward) (Strength Check) <br />Project File: 2x6 Joist @ 16 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 />Load for Span Number 1 <br />Uniform Load : D = 0.00810 ksf, Tributary Width = 1.330 ft, (Existing Roof Dead Load) <br />Point Load : D = 0.0340, W = 0.1810 k @ 2.90 ft, (Solar Panel Load) <br />Point Load : D = 0.0340, W = 0.1810 k @ 6.80 ft, (Solar Panel Load) <br />Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 0.0 -->> 1.90 ft, Tributary Width = 1.330 ft, (Existing Roof Live & Wind Load) <br />Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 13.70 -->> 14.50 ft, Tributary Width = 1.330 ft, (Existing Roof Live & Wind Load) <br />Load for Span Number 2 <br />Uniform Load : D = 0.00810, Lr = 0.020, W = 0.0160 ksf, Tributary Width = 1.330 ft, (Existing Roof Load) <br />. DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.743: 1 <br />Load Combination +D+0.60W <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.804 ft <br />50.56 psi= <br />= <br />2,152.80 psi <br />2x6 Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+0.60W <br />= <br />= <br />= <br />288.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.176 : 1 <br />0.000 ft= <br />= <br />1,599.83 psi <br />Maximum Deflection <br />134 >=134 <br />164 <br />Ratio =116 >=115 <br />Max Downward Transient Deflection 0.948 in 183 Ratio =>=134 <br />Max Upward Transient Deflection -0.357 in Ratio = <br />Max Downward Total Deflection 1.056 in Ratio =>=115 <br />Max Upward Total Deflection -0.413 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 2 : Lr Only <br />Span: 2 : W Only <br />Span: 1 : +D+0.60W <br />Span: 2 : +D+0.60W <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C i CLx CCCM C F r t <br />Shear ValuesMax Stress Ratios <br />M CD V fb M fv F'b V F'v Segment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />1.00 Length = 14.50 ft 1 0.586 0.132 0.90 1.300 1.15 1.00 1.00 0.45 709.3 1,211.0 0.12 162.01.00 21.4 1.00 <br />1.00 Length = 2.0 ft 2 0.028 0.132 0.90 1.300 1.15 1.00 1.00 0.02 34.2 1,211.0 0.02 162.01.00 21.4 1.00 <br />1.00 +D+Lr 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1010 E Russell Ave <br />04/26/23