Laserfiche WebLink
Wood Beam <br />McPherson EngineeringLic. # : KW-06013840 <br />DESCRIPTION: RAFTER CHECK <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 <br />File: 22-17273 - Marvin Ellenbecker.ec6 <br />Project Title: 22-17273 - Marvin Ellenbecker <br />Engineer: F.A. <br />Project ID: 22-17273 <br />Project Descr:RAFTER CHECK <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 calculated and added to loads <br />Uniform Load : D = 0.0080 ksf, Tributary Width = 2.0 ft, (roof) <br />Point Load : D = 0.0510, W = 0.840 k @ 2.0 ft, (panel) <br />Point Load : D = 0.0510, W = 0.840 k @ 6.0 ft, (panels) <br />Uniform Load : Lr = 0.020 ksf, Extent = 2.930 -->> 4.430 ft, Tributary Width = 2.0 ft, (live load) <br />Uniform Load : Lr = 0.020 ksf, Extent = 10.30 -->> 11.0 ft, Tributary Width = 2.0 ft, (live load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.589: 1 <br />Load Combination +D+0.60W <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.000 ft <br />74.65 psi= <br />= <br />1,656.00 psi <br />2x12 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 2x12 <br />Maximum Shear Stress Ratio 0.259 : 1 <br />0.000 ft= <br />= <br />976.15 psi <br />Maximum Deflection <br />0 <360 <br />674 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.274 in 525 Ratio =>=360 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.213 in Ratio =>=180 <br />Max Upward Total Deflection 0.000 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <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 C V fb M fv F'b V F'vSegment Length <br />D Only 0.00 0.00 0.000.00 <br />1.00Length = 12.0 ft 1 0.227 0.092 0.90 1.000 1.15 1.00 1.00 0.56 211.56 931.50 0.17 162.001.00 14.92 <br />1.00+D+Lr 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 12.0 ft 1 0.201 0.084 1.25 1.000 1.15 1.00 1.00 0.69 260.60 1293.75 0.21 225.001.00 18.90 <br />1.00+D+0.750Lr 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 12.0 ft 1 0.192 0.080 1.25 1.000 1.15 1.00 1.00 0.65 248.34 1293.75 0.20 225.001.00 17.90 <br />1.00+D+0.60W 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 12.0 ft 1 0.589 0.259 1.60 1.000 1.15 1.00 1.00 2.57 976.15 1656.00 0.84 288.001.00 74.65 <br />1.00+D-0.60W 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1134 S Ross St - <br />10111298802/23/23