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DESCRIPTION: RR-1 @ 16" OC <br />CODE REFERENCES <br />Project Title: <br />Engineer: <br />Project 10: <br />Project Oeser: <br />..... --··-·········-···-··-·-·-·-·-----··---------------------------------- <br />Calculations per NOS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set: ASCE 7-16 <br />IV~~t~Eei3JI __ f'_e:q;;_p~!!!~~-_________________ _ <br />/\nalysis Method : Allowable Stress Design Fb + <br />Load Combination ASCE 7-16 Fb- <br />Fe-Pr/1 <br />Wood Species Douglas Fir-Larch Fe-Perp <br />Wood Grade :· No.2 Fv <br />Ft <br />Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br />0(0.019995) Lr(0.02666) .. -------··---·r;-··----------------~----------------~ <br />!. <br />Span = 8.50 ft <br />! <br />900.0 psi <br />900.0 psi <br />1,350.0 psi <br />625.0 psi <br />180.0 psi <br />575.0 psi <br />E : Modulus of Elasticity <br />Ebend-xx 1 ,600.0 ksi <br />Eminbend-xx 580.0ksi <br />Density 31.210 pcf <br />Repetitive Member Stress Increase <br />f.iJliP~!~d -~-~~~~------·-·-·-Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />Uniform Load : 0 == 0.0150, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (Roof Loads) <br />QE;S!GN $liil!IJY!ABX <br />Maximum Bending Stress Ratio <br />Section used for this span <br />fb: Actual <br />F'b <br />Load Combination <br />Location of maxil:num on span <br />Span #where maximum occurs <br />Maximum Deflection <br />Max Downward Transient Deflection <br />Max Upwarcl Transient Deflection <br />Max Downward Total Deflection <br />Max Upwarcl Total Deflection <br />= <br />= <br />= <br />= <br />= <br />0.413: 1 Maximum Shear Stress Ratio = 0.149: 1 <br />2x6 Section used for this span 2x6 <br />694.22psi fv: Actual = 33.61 psi <br />1 ,681.88psi F'v = 225.00 psi <br />+D+Lr Load Combination +D+Lr <br />4.250ft Location of maximum on span = 0.000 ft <br />Span# 1 Span #where maximum occurs = Span# 1 <br />0.095 in Ratio= 1077 >=360 Span: 1 : Lr Only <br />0 in Ratio = 0 <360 n/a i <br />0.172 in Ratio = 593 >=180 Span: 1 : +D+Lr i <br />0 in Ratio= 0 <180 n/a 1 <br />................................................................................................................................................................................................................................................................................................................................... .1 <br />Maximum Forces & Stresses for load Combinations <br />·LoaCi-comiiinaHoil ______ l\llax stress Ra 1os Moment Values Shear Values -------- <br />Segment Length Span# M v CD CM Ct CLx CE Cfu c. C r M fb F'b v fv F'v I -·----~---·- <br />D Only 0.0 0.00 0.0 0.0 <br />Length"' 8.50 ft 0.258 0.093 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.20 312.2 1,211.0 0.08 15.1 162.0 <br />+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Length== 8.50 ft 0413 0.149 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.44 694.2 1,681.9 0.18 33.6 225.0 <br />I·D+O 750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Length= 8.50 ft 0.356 0.129 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.38 598.7 1,681.9 0.16 29.0 225.0 <br />+0.600 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Length = 8.50 ft 0.087 0.031 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.12 187.3 2,152.8 0.05 9.1 288.0