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!wood Beam <br />LIC#: KW-060 17286 , Build :20 .23 .08 .30 <br />DESCRIPTION: RR-2 @ 24" OC <br />CODE REFERENCES <br />Calculations per NOS 2018 , IBC 2021 , ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Analysis Method : Allowable Stress Design <br />Load Comb ination IBC 2021 <br />Wood Species <br />Wood Grade <br />Douglas Fir-Larch <br />No .2 <br />Project Title : <br />Engineer : <br />Project 10 : <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 />Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br />2x4 <br />Span = 5 .250 ft <br />Project File: SA Chestnut.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 />Repetitive Member Stress Increase <br />Applied Loads Service loads entered . Load Facto rs w ill be applied fo r ca lcu latio ns . <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0 .0150 , Lr = 0 .020 ksf, Tributary Width= 2 .0 ft , (Roof Loads) <br />Q..~$_!GN_ __ $_1,lMM~B..Y___________ ---·------·------·-·-·-··-··-····----·-·-···-····------Design OK <br />i Maximum Bending Stress Ratio = 0 .495 1 Maximum Shear Stress Ratio = 0 .211 : 1 <br />Section used for this span 2x4 Section used for this span 2x4 <br />fb: Actual = 960 .36psi fv : Actual = 47 .51 psi <br />F'b = 1 ,940 .63psi F'v = 225 .00 psi <br />Load Combination +D+Lr Load Combination +D+Lr <br />Location of maximum on span = 2 .625ft Location of maximum on span = 0 .000 ft <br />Span #where maxim um occurs = Span# 1 Span # where maximum occurs = Span# 1 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.080 in Ratio= 785 >=360 Span : 1 : Lr Only <br />Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br />Max Downward Total Deflection 0 .143 in Ratio= 44 1 >=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 lli'lax Sfress Rallos lli'lomenf IJalues Sflear IJalues <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 = 5 .250 ft 0 .301 0 .128 0.90 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .11 420 .4 1,397 .3 0 .07 20 .8 162.0 <br />+D+Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .0 0 .00 0 .0 0.0 <br />Length = 5 .250 ft 0.495 0 .211 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.25 960 .4 1,940.6 0 .17 47.5 225.0 <br />+D+0 .750Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .0 0 .00 0 .0 0.0 <br />Length = 5 .250 ft 0 .425 0 .181 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .21 825.4 1,940 .6 0 .14 40 .8 225 .0 <br />+0 .60D 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .0 0.00 0 .0 0.0 <br />Length = 5.250 ft 0 .102 0 .043 1.60 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.06 252 .2 2,484 .0 0.04 12.5 288 .0 <br />}0 <br />1613 W Chestnut Ave, #2 <br />& #312/12/2024