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Title Block Line 1 <br />Project Title: <br />Page 4 <br />9 <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 />Wood Beam <br />DESCRIPTION: 2 x12 Roof Joist <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Material Properties <br />Analysis Method: Allowable Stress Design <br />Fb + <br />1000 psi <br />E: Modulus of Elasticity <br />Load Combination ASCE 7-10 <br />Fb - <br />1000 psi <br />Ebend- xx 1700 ksi <br />Fc - Prll <br />1500 psi <br />Eminbend - xx 620 ksi <br />Wood Species : Douglas Fir -Larch <br />Fc - Perp <br />625 psi <br />Wood Grade : No.1 <br />Fv <br />180 psi <br />Ft <br />675 psi <br />Density 31.21 pcf <br />Beam Bracing Beam is Fully Braced against lateral -torsional buckling <br />D(Oi 17) D(0.05V(0.016) <br />Lr(0.034) <br />2x12 <br />Span = 20.20 ft <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 = 0.0160, Lr = 0.0340 , Tributary <br />Width =1.0 fi <br />Point Load : D = 0.0 k @ 7.750 fi <br />Point Load : D = 0.170170 k @ 4.0 fi <br />Acceptable <br />DESIGN SUMMARY <br />l - <br />Maximum Bending Stress Ratio = <br />1.001: 1 <br />Maximum Shear Stress Ratio <br />= <br />0.262 : 1 <br />Section used for this span <br />2x12 <br />Section used for this span <br />2x12 <br />fo: Actual = <br />1,251.86psi <br />fv: Actual <br />= <br />58.87 psi <br />Fb: Allowable = <br />1,250.00psi <br />Fv: Allowable <br />= <br />225.00 psi <br />Load Combination <br />+D+Lr+H <br />Load Combination <br />+D+Lr+H <br />Location of maximum on span = <br />9.142ft <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 />0.423 in <br />Ratio <br />= 572 >=360 <br />Max Upward Transient Deflection <br />0.000 in <br />Ratio <br />= 0 <360 <br />Max Downward Total Deflection <br />0.810 in <br />Ratio <br />= 299 >=180 <br />Max Upward Total Deflection <br />0.000 in <br />Ratio <br />= 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 FN 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 0.679 0.191 <br />0.90 <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 1.61 610.86 <br />900.00 <br />0.35 <br />31.02 162.00 <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 0.611 0.172 <br />1.00 <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 1.61 610.86 <br />1000.00 <br />0.35 <br />31.02 180.00 <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 1.001 0.262 <br />1.25 <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 3.30 1,251.86 <br />1250.00 <br />0.66 <br />58.87 225.00 <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 0.531 0.150 <br />1.15 <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 1.61 610.86 <br />1150.00 <br />0.35 <br />31.02 207.00 <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 0.871 0.231 <br />1.25 <br />1.000 1.00 <br />1.00 <br />1.00 1.00 1.00 2.87 1,089.33 <br />1250.00 <br />0.58 <br />51.90 225.00 <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 />