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CODE REFERENCES <br />Calculations per NOS 2018, IBC 2021 , ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Project Title: <br />Engineer : <br />Project ID : <br />Project Oeser: <br />Analysis Method : Allowable Stress Design <br />Load Combination • ASCE 7-16 <br />Fb + 900 .0 psi <br />900 .0 ps i <br />E : Modulus of Elasticity <br />Fb -Ebend-xx 1 ,600 .0ksi <br />Fe-Prll <br />Fe-Perp <br />Fv <br />1,350 .0 psi <br />625 .0psi <br />180.0psi <br />575.0psi <br />Eminbend-xx 580 .0ksi <br />Wood Species <br />Wood Grade <br />Douglas Fir-Larch <br />No .2 <br />Ft <br />Beam Bracing Beam is Fully Braced aga inst lateral-torsional buckling r· ····-·---·------.. ·-.. --·-·-·-.. -·-----·----.. <br />0(0.08) Lr(0.08) <br />6 x8 <br />Span =9 .50 ft <br />Density 31 .210pcf <br />Applied Loads Service loads entered . Load Factors will be applied for ca lculations . <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0 .020, Lr = 0.020 ksf, Tributary Width= 4 .0 ft , (Roof Loads) <br />DESIGN SUMMARY <br />i Maximum Bending Stress Ratio = 0 .394 1 Maximum Shear Stress Ratio I Section used for this span 6x8 Section used for this span <br />1 fb : Actual = 443 .55psi fv : Actual <br />I F'b = 1 ,125.00psi F'v <br />I Load Combination +D+Lr Load Combination I <br />! Location of maximum on span = 4.750ft Location of maximum on span <br />Span # where maximum occurs = Span# 1 Span #where maximum occurs <br />Maximum Deflection <br />Max Downward Transient Deflection 0.048 in Ratio= 239 1 >=360 Span : 1 : Lr Only <br />Max Upward Transient Deflection 0 in Ratio= 0<360 nla <br />Max Downward Total Deflection 0 .101 in Ratio= 1132>=180 Span: 1 : +D+Lr <br />Max Upward Total Deflection 0 in Ratio= 0<180 n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination <br />Segment Length <br />DOnly <br />Length = 9 .50 ft <br />+D+Lr <br />Length = 9 .50 ft <br />+D+0 .750Lr <br />Length = 9 .50 ft <br />+0.60D <br />Length = 9 .50 ft <br />Max Stress Rallos <br />Span # M V CD CM <br />0 .288 0 .082 0 .90 1.00 1.00 1.00 <br />1.00 1.00 1.00 <br />0 .394 0 .113 1.25 1.00 1.00 1.00 <br />1.00 1.00 1.00 <br />0 .348 0 .099 1.25 1.00 1.00 1.00 <br />1.00 1.00 1.00 <br />1 0 .097 0 .028 1.60 1.00 1.00 1.00 <br />Moment Values <br />Cfu M fb <br />1.000 1.00 1.00 1.00 1.00 233.5 <br />1.000 1.00 1.00 1.00 <br />1.000 1.00 1.00 1.00 1.91 443.5 <br />1.000 1.00 1.00 1.00 <br />1.000 1.00 1.00 1.00 . 1.68 391.0 <br />1.000 1.00 1.00 1.00 <br />1.000 1.00 1.00 1.00 0 .60 140.1 <br />= <br />= <br />= <br />= <br />= <br />F'b <br />0 .0 <br />810 .0 <br />0 .0 <br />1,125.0 <br />0 .0 <br />1 '125.0 <br />0 .0 <br />1,440 .0 <br />Design OK <br />0 .113 : 1 <br />6x8 <br />25.35 psi <br />225 .00 psi <br />+D+Lr <br />8 .876ft <br />Span# 1 <br />Sflear Values <br />v fv F'v <br />0 .00 0 .0 0 .0 <br />0 .37 13.3 162.0 <br />0 .00 0 .0 0 .0 <br />0.70 25 .3 225 .0 <br />0 .00 0 .0 0.0 <br />0 .61 22 .3 225 .0 <br />0.00 0 .0 0 .0 <br />0.22 8 .0 288 .0 <br />Jl