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SIZUCIURAL DESIGNASSOCATIES <br />Wood Beam <br />Project Title: <br />Engineer: <br />Project ID: SDA#9576 <br />Project Descr: <br />Software commht ENERCALC. INC. 1983-2020. ME 12.20.5.31 <br />DESCRIPTION: RAFTER <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set : IBC 2018 <br />Material Properties <br />Analysis N> thod : Allowable Stress Design <br />Fb + <br />850 psi <br />E : Modulus of Elasticity <br />Load Combination IBC 2018 <br />Fb - <br />850 psi <br />Ebend- xx 1300ksi <br />Fc -Prll <br />1300psi <br />Eminbend-xx 470ksi <br />Wood Species : Hem -Fir <br />Fc - Perp <br />405 psi <br />Wood Grade : No.2 <br />Fv <br />150 psi <br />Ft <br />525 psi <br />Density 26.84pcf <br />Beam Bracing : Beam is Fully Braced against lateral -torsional <br />buckling <br />Repetitive Ntmber Stress Increase <br />D(0. <br />97) <br />0.0266 D() S <br />(0.03325) <br />3x8 <br />Span = 9.250 ft <br />Applied Loads <br />Service loads entered. Load Factors will be applied for calculations. <br />Beam selfvwight calculated and added to loads <br />Uniform Load : D= 0.020, S = 0.0250 ksf TnbutaryWidth =1.330 ft, (ROOF) <br />Point Load : D = 0.6970 k @ 4.750 ft, (RTC)) <br />DESIGN SUMMARY <br />• <br />Maximum Bending Stress Ratio = <br />1.000 1 Maximum <br />Shear Stress Ratio <br />= 0.295 : 1 <br />Section used for this span <br />3x8 <br />Section used for this span <br />3x8 <br />= <br />1,056.06psi <br />= 50.82 psi <br />= <br />1,055.70psi <br />= 172.50 psi <br />Load Combination <br />+D+H <br />Load Combination <br />+D+S+H <br />Location ofmaximum on span = <br />4.76011 <br />Location of maximum on span <br />= 8.676 ft <br />Span # where maximum occurs = <br />Span # 1 <br />Span # where maxunurn occurs <br />= Span # 1 <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.053 in Ratio = <br />2079>=360 <br />Max Upward Transient Deflection <br />0.000 in Ratio = <br />0 <360 <br />Max Downward Total Deflection <br />0.295 in Ratio = <br />376 >=240 <br />Max Upward Total Deflection <br />0.000 in Ratio = <br />0 Q40 <br />Vertical Reactions <br />Support notation: Far le$ is#1 <br />Values in KIPS <br />Load Combination <br />Support 1 Support 2 <br />Overall NIV&num <br />0.632 0.650 <br />Overall NIINim un <br />0.154 0.154 <br />+D+H <br />0.478 0.497 <br />+D+L+H <br />0.478 0.497 <br />+D+Lr+H <br />0.478 0.497 <br />+D+S+H <br />0.632 0.650 <br />+D+0.7501r+0.750L+H <br />0.478 0.497 <br />+D+0.750L+0.750S+H <br />0.593 0.612 <br />+D+0.60W+H <br />0.478 0.497 <br />+D+0.70E+H <br />0.478 0.497 <br />+D+0.7501r+0.750L+0.450W+H <br />0.478 0.497 <br />+D+0.750L+0.750S+0.450)V+H <br />0.593 0.612 <br />+D+0.750L+0.750S+0.5250E+H <br />0.593 0.612 <br />