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Title Block Line 1 <br />Project Title: <br />You can change this area <br />Engineer: <br />using the "Settings" menu item <br />Project ID: <br />and then using the "Printing & <br />Project Descr: <br />Title Block" selection. <br />Title Block Line 6 <br />Printed: 20 SEP 2021, 10:58PM <br />Wood Beam <br />DESCRIPTION: 2 x12 Roof Joist <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set: ASCE 7-10 <br />Material Properties <br />Analysis Method: Allowable Stress Design <br />Fb <br />+ <br />1350 psi <br />E: Modulus of Elasticity <br />Load Combination ASCE 7-10 <br />Fb <br />- <br />1350 psi <br />Ebend- xx 1600 ksi <br />Fc <br />- Prll <br />925 psi <br />Eminbend - xx 580 ksi <br />Wood Species : Douglas Fir - Larch <br />Fc <br />- Perp <br />625 psi <br />Wood Grade : No.1 <br />Fv <br />170 psi <br />Ft <br />675 psi <br />Density 31.21 pcf <br />Beam Bracing Beam is Fully Braced against lateral -torsional buckling <br />Repetitive Member Stress Increase <br />D(0.0516(0.024) L(0.05) <br />2x12 <br />Span = 20.20 ft <br />r � <br />Applied Loads <br />Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loads <br />Uniform Load : D = 0.0240, L = 0.050 , Tributary Width <br />=1.0 ft <br />ok for 1.6% <br />Point Load : D = 0.0510 k @ 7.750 ft <br />overstress <br />DESIGN SUMMARY <br />Maximum Bending Stress Ratio = <br />1.016- <br />Maximum Shear Stress Ratio <br />= <br />0.391 : 1 <br />Section used for this span <br />Section used for this span <br />2x12 <br />fb: Actual = <br />1,578.09psi <br />fv: Actual <br />= <br />66.41 psi <br />Fb: Allowable = <br />1,552.50osi <br />Fv: Allowable <br />= <br />170.00 psi <br />Load Combination <br />+D+L+H <br />Load Combination <br />+D+L+H <br />Location of maximum on span = <br />9.879ft <br />Location of maximum on span <br />= <br />0.000 ft <br />Span # where maximum occurs = <br />Span # 1 <br />Span # where maximum occurs <br />= <br />Span # 1 <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.662 in <br />Ratio = 366>=360 <br />Max Upward Transient Deflection <br />0.000 in <br />Ratio = 0 <360 <br />Max Downward Total Deflection <br />1.077 in <br />Ratio = 225>=180 <br />Max Upward Total Deflection <br />0.000 in <br />Ratio = 0 <180 <br />Maximum Forces & Stresses for Load <br />Combinations <br />Load Combination Max Stress Ratios <br />Moment Values <br />Shear Values <br />Segment Length Span # M V <br />C d <br />C FN C i <br />Cr <br />C m C t C L M fb <br />F'b <br />V <br />fv Fv <br />+D+H <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 20.20 ft 1 0.438 0.166 <br />0.90 <br />1.000 1.00 <br />1.15 <br />1.00 1.00 1.00 1.62 612.58 <br />1397.25 <br />0.29 <br />25.45 153.00 <br />+D+L+H <br />1.000 1.00 <br />1.15 <br />1.00 1.00 1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 20.20 ft 1 1.016 0.391 <br />1.00 <br />1.000 1.00 <br />1.15 <br />1.00 1.00 1.00 4.16 1,578.09 <br />1552.50 <br />0.75 <br />66.41 170.00 <br />+D+Lr+H <br />1.000 1.00 <br />1.15 <br />1.00 1.00 1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 20.20 ft 1 0.316 0.120 <br />1.25 <br />1.000 1.00 <br />1.15 <br />1.00 1.00 1.00 1.62 612.58 <br />1940.63 <br />0.29 <br />25.45 212.50 <br />+D+S+H <br />1.000 1.00 <br />1.15 <br />1.00 1.00 1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 20.20 ft 1 0.343 0.130 <br />1.15 <br />1.000 1.00 <br />1.15 <br />1.00 1.00 1.00 1.62 612.58 <br />1785.38 <br />0.29 <br />25.45 195.50 <br />+D+0.750Lr+0.750L+H <br />1.000 1.00 <br />1.15 <br />1.00 1.00 1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 20.20 ft 1 0.689 0.264 <br />1.25 <br />1.000 1.00 <br />1.15 <br />1.00 1.00 1.00 3.52 1,336.48 <br />1940.63 <br />0.63 <br />56.17 212.50 <br />+D+0.750L+0.750S+H <br />1.000 1.00 <br />1.15 <br />1.00 1.00 1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 20.20 ft 1 0.749 0.287 <br />1.15 <br />1.000 1.00 <br />1.15 <br />1.00 1.00 1.00 3.52 1,336.48 <br />1785.38 <br />0.63 <br />56.17 195.50 <br />