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I wood Beam <br />LIC#: KW-06017286 , Build :20 .23 .08.30 <br />DESCRIPTION: RR-1@ 16" OC <br />CODE REFERENCES <br />Calculations per NDS 2018 , IBC 2021 , ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Analysis Method : Allowable Stress Design <br />Load Combination IBC 2021 <br />Wood Species <br />Wood Grade <br />Douglas Fir-Larch <br />No .2 <br />Project Title: <br />Engineer: <br />Project ID : <br />Project Oeser: <br />VP HOME <br />Fb + <br />Fb- <br />Fe-Prll <br />Fe-Perp <br />Fv <br />Ft <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 />Project File : SA Cubbon.ec6 <br />(c) ENERCALC INC 1983-2023 <br />E : Modulus of Elasticity <br />Ebend-xx 1 ,600 .0ksi <br />Eminbend-xx 580 .0ksi <br />Density 31 .210pcf <br />Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />0(0 .019995~ Lr(0 .02666) <br />2x6 <br />Span = 9 .0 ft <br />Applied Loads Service loads entered . Load Factors will be applied for calculations . <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0 .0150 , Lr = 0.020 ksf, Tributary Width = 1 .333 ft, (Roof Loads) <br />P_~$.JG._f1 __ $.JlMMAf?Y _______________________ ····---···-·········-·--·······--····-·-·--·······-·-····-... ·-···--··-·-·-·····--------··--···-----Design OK <br />! Maximum Bending Stress Ratio = 0.463 1 Maximum Shear Stress Ratio = 0.159 : 1 <br />Section used for this span 2x6 Section used for this span 2x6 <br />fb : Actual = 778 .29psi fv : Actual = 35.87 psi <br />F'b = 1 ,681.88psi F'v = 225 .00 psi <br />Load Combination +D+Lr Load Combination +D+Lr <br />Location of maximum on span = 4 .500ft Location of maximum on span = 8.573ft <br />Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 <br />Maximum Deflection <br />Max Downward Transient Deflection 0 .119 in Ratio= 907>=360 Span : 1 : Lr Only <br />Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br />Max Downward Total Deflection 0.216 in Ratio= 499>=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 l'illax S!ress Ra!1os l'illomen! Values Sfiear Values <br />Segment Length Span# M v CD CM Ct CLx CE Cfu ci cr M fb F'b v fv F'v <br />DOnly 0.0 0.00 0.0 0.0 <br />Length = 9.0 ft 0.289 0.100 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.22 350 .0 1,211 .0 0.09 16.1 162 .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= 9.0 ft 0.463 0.159 1.25 1.00 1.00 1.00 1.300 1.00 1.00 .. 1.15 0.49 778 .3 1,681 .9 0.20 35.9 225 .0 <br />+D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Length = 9.0 ft 0.399 0.138 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.42 671 .2 1,681.9 0.17 30 .9 225 .0 <br />+0 .60D 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Length= 9.0 ft 0.098 0.034 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.13 210 .0 2 ,152 .8 0.05 9.7 288 .0 <br />2302 & 2304 W Cubbon <br />St - 1011181937/24/2024