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lwooctBeam <br />LIC#: KW-06017286 , Bu ild :20 .23 .08 .30 <br />DESCRIPTION: CJ-1@ 24" OC <br />CODE REFERENCES <br />Calculations per NDS 2018 , IBC 2021 , ASCE 7-16 <br />Load Combination Set: ASCE 7-16 <br />Material Properties <br />Analysis Method : Allowable Stress Design <br />Load Combination ASCE 7-16 <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 ps i <br />625 .0 psi <br />180.0 psi <br />575 .0 psi <br />Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br />2-2x8 <br />Span = 21 .50 ft <br />Project File: SA Moore .ec6 <br />(c) ENERCALC INC 1983-2023 <br />E : Modulus of Elasticity <br />Ebend-xx 1,600 .0 ksi <br />Em inbend-xx 580 .0ksi <br />Density 31 .210pcf <br />Repetitive Member Stress Increase <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 = 0.010 , Lr = 0 .010 ksf, Tributary Width= 2 .0 ft , (Ceiling Loads) <br />DESIGN SUMMARY Design OK <br />!Maximum Bending Stress Ratio = 0.760 1 Maximum Shear Stress Ratio 0.140 : 1 <br />1 Section used for this span 2-2x8 Section used for this span 2-2x8 <br />I <br />fb : Actual = 1 , 179 .68psi fv : Actual = 31.46 psi <br />F'b = 1 ,552 .50psi F'v = 225 .00 psi <br />Load Combination +D+Lr Load Comb ination +D+Lr <br />I Location of maximum on span = 10 . 750ft Location of maximum on span = 20.951 ft <br />I Span # where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 <br />[ Maximum Deflection I Max Downward Transient Deflection 0 .634 in Ratio= 406>=360 Span: 1 : Lr On ly <br />I Max Upward Transient Deflection 0 in Ratio= 0<360 nla I I Max Downward Total Deflection 1.419 in Ratio= 181 >=180 Span : 1 : +D+Lr I I Max Upward Total Deflection 0 in Ratio= 0<180 n/a <br />L-----------·-·-· ·---------- <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max S!ress Ra!1os Momen! 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 = 21 .50 ft 0.583 0.107 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.43 652.0 1,117 .8 0 .25 17.4 162 .0 <br />+D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.1 5 0.0 0.00 0.0 0.0 <br />Length = 21 .50 ft 0.760 0.140 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 2.58 1,179.7 1,552 .5 0.46 31 .5 225.0 <br />+D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Length = 21 .50 ft 0 .675 0.124 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 2.29 1,047 .8 1,552 .5 0.41 27.9 225 .0 <br />+0 .60D 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Length = 21 .50 ft 0.197 0.036 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.86 391 .2 1,987 .2 0.15 10.4 288 .0