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Wood Beam <br />LIC# : KW-06014559, Build:20.22.3.31 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 <br />DESCRIPTION: 2x4 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check) <br />Project File: 2x4 Joist @ 24 O.C_Copy.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Printed: 17 SEP 2022, 7:02PM <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 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 = 0.1970 k @ 1.60 ft, (Solar Panel Load) <br />Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 0.0 -->> 0.60 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load) <br />Load for Span Number 2 <br />Uniform Load : D = 0.00810 ksf, Tributary Width = 2.0 ft, (Existing Roof Dead Load) <br />Point Load : D = 0.0370, W = 0.1970 k @ 3.80 ft, (Solar Panel Load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.766: 1 <br />Load Combination +D+0.60W+H <br />Span # where maximum occurs Span # 2 <br />Location of maximum on span 3.799 ft <br />55.55 psi= <br />= <br />2,484.00 psi <br />2x4 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+H <br />= <br />= <br />= <br />288.00 psi== <br />Section used for this span 2x4 <br />Maximum Shear Stress Ratio 0.193 : 1 <br />1.709 ft= <br />= <br />1,902.86 psi <br />Maximum Deflection <br />140 >=140 <br />134 <br />Ratio =94 >=93 <br />Max Downward Transient Deflection 0.628 in 191 Ratio =>=140 <br />Max Upward Transient Deflection -0.341 in Ratio = <br />Max Downward Total Deflection 0.889 in Ratio =>=93 <br />Max Upward Total Deflection -0.501 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <br />Span: 2 : W Only <br />Span: 2 : Lr Only <br />Span: 2 : +D+0.60W+H <br />Span: 1 : +D+0.60W+H <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C i C L C C C C F/V m r t d <br />Shear ValuesMax Stress Ratios <br />M CV fb M fv F'b V F'vSegment Length <br />+D+H 0.00 0.00 0.000.00 <br />1.00Length = 2.0 ft 1 0.132 0.184 0.90 1.500 1.15 1.00 1.00 0.05 184.95 1397.25 0.10 162.001.00 29.75 <br />1.00Length = 10.0 ft 2 0.706 0.184 0.90 1.500 1.15 1.00 1.00 0.25 987.00 1397.25 0.10 162.001.00 29.75 <br />1.00+D+L+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 2.0 ft 1 0.119 0.165 1.00 1.500 1.15 1.00 1.00 0.05 184.95 1552.50 0.10 180.001.00 29.75 <br />1.00Length = 10.0 ft 2 0.636 0.165 1.00 1.500 1.15 1.00 1.00 0.25 987.00 1552.50 0.10 180.001.00 29.75 <br />1.00+D+Lr+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />500 W Tribella Ct - <br />2017811201/31/23