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Wood Beam <br />LIC# : KW-06014559, Build:20.22.12.28 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..ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Printed: 7 FEB 2023, 5:17PM <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, Lr = 0.020, W = 0.0160 ksf, Tributary Width = 2.0 ft, (Existing Roof 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 = 0.0340, W = 0.1810 k @ 5.60 ft, (Solar panel load) <br />Point Load : D = 0.0340, W = 0.1810 k @ 9.250 ft, (Solar panel load) <br />Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 0.0 -->> 4.60 ft, Tributary Width = 2.0 ft, (Existing Roof live & wind load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.950: 1 <br />Load Combination +D+0.750Lr+0.750L+0.450W+H <br />Span # where maximum occurs Span # 2 <br />Location of maximum on span 5.573 ft <br />65.19 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+Lr+H <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 2x4 <br />Maximum Shear Stress Ratio 0.290 : 1 <br />2.000 ft= <br />= <br />2,360.49 psi <br />Maximum Deflection <br />86 >=86 <br />103 <br />Ratio =72 >=71 <br />Max Downward Transient Deflection 0.934 in 122 Ratio =>=86 <br />Max Upward Transient Deflection -0.557 in Ratio = <br />Max Downward Total Deflection 1.098 in Ratio =>=71 <br />Max Upward Total Deflection -0.656 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 2 : W Only <br />Span: 1 : W Only <br />Span: 2 : +D+0.750Lr+0.750L+0.450W+H <br />Span: 1 : +D+0.750Lr+0.750L+0.450W+H <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+H 0.0 0.00 0.00.0 <br />1.00 Length = 2.0 ft 1 0.091 0.160 0.90 1.500 1.15 1.00 1.00 0.03 127.0 1,397.3 0.09 162.01.00 26.0 1.00 <br />1.00 Length = 9.50 ft 2 0.692 0.160 0.90 1.500 1.15 1.00 1.00 0.25 966.5 1,397.3 0.09 162.01.00 26.0 1.00 <br />1.00 +D+L+H 1.500 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />1.00 Length = 2.0 ft 1 0.082 0.144 1.00 1.500 1.15 1.00 1.00 0.03 127.0 1,552.5 0.09 180.01.00 26.0 1.00 <br />901 N Westwood <br />Ave - <br />101111905-201773 <br />06 <br />03/29/23