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I Wood Beam <br />LIC#: KW-06017286 , Bu ild :20 .23 .08 .30 <br />DESCRIPTION: RR-1@ 24 " 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 Combinat ion 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 Center.ec6 I <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 Repet itive Member Stress Increase <br />( j <br />A 2x4 <br />S pan= 5 .0 fl <br />Applied Loads Service loads ente red. Load Factors will be appl ied for calcu lations . <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0 .0170 , Lr = 0.020 ksf, Tributary Width = 2 .0 ft , (Roof Loads) <br />QF;$/fJ.NSIJ.MMAB.Y ........................................ ...................... -··· . ____ --·-·····---·-·-·····- <br />'Maximum Bending Stress Ratio = <br />· Section used for th is span <br />fb : Actual = <br />F'b = <br />Load Comb ination <br />Locat ion of maximum on span <br />Span# where maximum occurs <br />Maximum Deflection <br />Max Downward Transient Deflection <br />Max Upward Transient Deflection <br />Max Downward Total Deflection <br />Max Upward Total Deflection <br />= <br />= <br />0.474 1 <br />2x4 <br />920 .06psi <br />1 ,940 .63psi <br />+D+Lr <br />2.500ft <br />Span# 1 <br />0 .066 in Ratio= <br />0 in Ratio= <br />0.124 in Ratio= <br />0 in Ratio= <br />Maximum Shear Stress Ratio <br />Section used for this span <br />tv : Actual <br />F'v <br />Load Comb ination <br />Location of maximum on span <br />Span# where maximum occurs <br />909 >=360 Span : 1 : Lr Only <br />0<360 n/a <br />484 >=180 Span : 1 : +D+Lr <br />0<180 n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Comb inat ion Max Stress Ralios Moment Values <br />Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb <br />D Only <br />Length = 5.0 ft 0.308 0.138 0.90 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.11 430.3 <br />+D+Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15 <br />Length = 5.0 ft 0.474 0.212 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.23 920 .1 <br />+D+0 .750Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15 <br />Length = 5.0 ft 0.411 0.184 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.20 797 .6 <br />+0 .60D 1.00 1.00 1.00 1.500 1.00 1.00 1.15 <br />Length= 5.0 ft 0.104 0 .047 1.60 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.07 258 .2 <br />= <br />= <br />= <br />= <br />= <br />F'b <br />0.0 <br />1,397.3 <br />0.0 <br />1,940.6 <br />0.0 <br />1,940 .6 <br />0.0 <br />2,484 .0 <br />Des i gn OK <br />0 .212 : 1 <br />2x4 <br />47 .79 psi <br />225 .00 psi <br />+D+Lr <br />O.OOOft <br />Span# 1 <br />......... ,.,_ ......... ,. __ .,,,,,,_ .................................... ..1 <br />Shear Values <br />v tv F'v <br />0.00 0.0 0.0 <br />0.08 22 .4 162.0 <br />0.00 0.0 0.0 <br />0.17 47 .8 225 .0 <br />0.00 0.0 0.0 <br />0.15 41.4 225 .0 <br />0.00 0.0 0.0 <br />0.05 13.4 288.0 <br />1 <br />2234 S Center St #100 - <br />1011186658/13/2024