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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: 18 APR 2020, 1:50PM <br />Wood Beam <br />DESCRIPTION: 2x12 roof joist <br />CODE REFERENCES <br />Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 <br />Load Combination Set: ASCE 7-10 <br />Material Properties <br />Analysis Method: <br />Allowable Stress Design <br />Fb + <br />1350 psi <br />E : Modulus of Elasticity <br />Load Combination <br />ASCE 7-10 <br />Fb - <br />1350 psi <br />Ebend- xx 1600 ksi <br />Fc - Prll <br />925 psi <br />Eminbend - xx 580 ksi <br />Wood Species <br />: Douglas Fir - Larch <br />Fc - Perp <br />625 psi <br />Wood Grade <br />: No.1 <br />Fv <br />170 psi <br />Ft <br />675 psi <br />Density 31.21 pcf <br />Beam Bracing <br />Beam is Fully Braced against lateral -torsional buckling <br />D(0.12) <br />D(0.047) <br />D(0.024) Lr(0.05) <br />2x12 <br />Span = 20.20 ft <br />Applied Loads <br />Service loads entered. Load Factors will be applied for calculations. <br />Point Load : D = 0.120 k @ 3.20 ft <br />Uniform Load : D = 0.0240, Lr = 0.050, Tributary Width =1.0 ft <br />Point Load : D = 0.0470 k @ 15.0 ft <br />DESIGN SUMMARY <br />• <br />Maximum Bending Stress Ratio = <br />0.919.1 <br />Maximum Shear Stress Ratio <br />= <br />0.333 : 1 <br />Section used for this span <br />2x12 <br />Section used for this span <br />2x12 <br />= <br />1,550.74psi <br />= <br />70.67 psi <br />= <br />1,687.50psi <br />= <br />212.50 psi <br />Load Combination <br />+D+Lr+H <br />Load Combination <br />+D+Lr+H <br />Location of maximum on span = <br />10.026ft <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 />1.072 in <br />Ratio = 226>=180 <br />Max Upward Total Deflection <br />0.000 in <br />Ratio = 0 <180 <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Stress Ratios <br />Moment Values <br />Shear Values <br />Segment Length Span # M V <br />Cd <br />C FIV C i <br />Cr <br />C m C t C L M fb <br />Fb <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 0.480 0.194 <br />0.90 <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 1.54 583.80 <br />1215.00 <br />0.33 <br />29.71 153.00 <br />+D+L+H <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 20.20 ft 1 0.432 0.175 <br />1.00 <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 1.54 583.80 <br />1350.00 <br />0.33 <br />29.71 170.00 <br />+D+Lr+H <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 20.20 ft 1 0.919 0.333 <br />1.25 <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 4.09 1,550.74 <br />1687.50 <br />0.80 <br />70.67 212.50 <br />+D+S+H <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 20.20 ft 1 0.376 0.152 <br />1.15 <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 1.54 583.80 <br />1552.50 <br />0.33 <br />29.71 195.50 <br />+D+0.750Lr+0.750L+H <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 20.20 ft 1 0.776 0.284 <br />1.25 <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 3.45 1,308.96 <br />1687.50 <br />0.68 <br />60.43 212.50 <br />+D+0.750L+0.750S+H <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 20.20 ft 1 0.376 0.152 <br />1.15 <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 1.54 583.80 <br />1552.50 <br />0.33 <br />29.71 195.50 <br />