Laserfiche WebLink
Wood Beam <br />LIC# : KW-06014559, Build:20.23.2.14 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 <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 />Printed: 21 MAR 2023, 12:34PM <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 = 0.0340, W = -0.4070 k @ 1.250 ft, (Solar Panel Load) <br />Uniform Load : Lr = 0.020, W = -0.0360 ksf, Extent = 0.0 -->> 0.250 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 = 0.0340, W = -0.4070 k @ 2.90 ft, (Solar Panel Load) <br />Uniform Load : Lr = 0.020, W = -0.0360 ksf, Extent = 9.70 -->> 15.0 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.743: 1 <br />Load Combination +D+Lr+H <br />Span # where maximum occurs Span # 2 <br />Location of maximum on span 9.721 ft <br />49.81 psi= <br />= <br />1,681.88 psi <br />2x6 Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 2= <br />Load Combination +D+Lr+H <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.221 : 1 <br />14.581 ft= <br />= <br />1,249.54 psi <br />Maximum Deflection <br />142 >=94 <br />188 <br />Ratio =130 >=120 <br />Max Downward Transient Deflection 0.504 in 94 Ratio =>=94 <br />Max Upward Transient Deflection -1.259 in Ratio = <br />Max Downward Total Deflection 0.953 in Ratio =>=120 <br />Max Upward Total Deflection -0.367 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: 2 : +D+Lr+H <br />Span: 2 : +0.60D+0.60W+0.60H <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 0.076 0.164 0.90 1.300 1.15 1.00 1.00 0.06 91.9 1,211.0 0.15 162.01.00 26.5 1.00 <br />1.00 Length = 15.0 ft 2 0.624 0.164 0.90 1.300 1.15 1.00 1.00 0.48 755.6 1,211.0 0.15 162.01.00 26.5 1.00 <br />1.00 +D+L+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 <br />2919 W Camile St <br />04/21/23