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I Wood Bea m <br />LIC# · KW-06017286 , Build :20 .23 .08 .30 <br />DESCRIPTI O N: RR-1 @ 16" OC <br />CODE REFERENCES <br />Calculations per N DS 2018 , IBC 202 1, ASCE 7 -16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Analysis Method : Allowable St ress Des ign <br />Load Combination ASCE 7-16 <br />Wood Species <br />Wood Grade <br />Doug las 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 .0ps i <br />900 .0 ps i <br />1,350 .0 psi <br />625 .0 psi <br />180 .0 psi <br />575 .0 psi <br />Beam Bracing Beam is Fu ll y Braced against lateral-torsional buckling <br />D(O 019995~Lr(0 .02666) <br />2 x6 <br />S pan = 9 .60 ft <br />Project File : SA Hazard.ec6 I <br />(c) ENERCA LC INC 1983-2023 <br />E : Modulus of E lastic ity <br />Ebend-xx 1,600 .0ks i <br />Eminbend -xx 580 .0ks i <br />Dens ity 31.210pcf <br />Repetitive Member Stress Increase <br />Applied Loads Service loads entered . Load Factors will be applied for calculations . <br />Beam self weight c alc ul ated and added to loading <br />Uniform Load : D = 0 .0150 , L r = 0 .020 ksf, Tributary Width = 1 .333 ft , (Roof Loads) <br />DESIGN SI,JfYIJYt.AB Y .. ___________________________ .......... --------------·----Design OK <br />Maximum Bending St ress Rat io = 0 .527: 1 Maximum Shear Stress Ratio = 0.1 70 : 1 <br />Section used for this span 2x6 Section used for this span 2x6 <br />fb : Actu al = 885.52psi tv : Actual = 38 .27 ps i <br />F'b = 1 ,681.88psi F'v = 22 5.00 p si <br />Load Combination +D+Lr Load Combination +D+Lr <br />Location of maxim um on span = 4 .800ft Location of maximum on span = 9.145ft <br />Span #where ma x imum occurs = Span# 1 Span# where maximum occurs = Span# 1 <br />Maximum Deflect io n <br />Max Downwa rd Trans ient Deflect ion 0 .154 in Ratio= 748 >=360 Span : 1 : Lr Only <br />Max Upward Tran s ien t Deflection 0 in Ratio= 0 <360 nl a <br />Max Downward Total Deflect ion 0 .280 in Rat io= 411 >=180 Span : 1 : +D+Lr <br />Max Upward Total De fl ection 0 in Ratio= 0 <180 n/a <br />.............................................. ,_ .. ,,, .. ,_ ····································-······--········-·-···-····-······ ······························--······ ........................... _ .............. ·················-···-·· <br />Maxim um Forces & Stresses for Load Combinations <br />Load Combination lli'lax Sfress Raf1os lli'lomenf 'i7alues Sliear 'i7alues <br />Segment Length Span # M v CD CM Ct CLx CE Cfu ci cr M fb F'b v tv F'v <br />D Only 0 .0 0 .00 0.0 0 .0 <br />Length = 9 .60 ft 0 .329 0 .1 06 0 .90 1.00 1.00 1.00 1.300 1.00 1.00 1.1 5 0.25 398.2 1,2 11.0 0 .09 17 .2 162 .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 .60 ft 0 .527 0 .170 1.25 1.00 1.00 1.00 1.300 1 .00 1.00 1.15 0 .56 885 .5 1,681 .9 0 .21 38 .3 225 .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 .60 ft 0.454 0 .147 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.48 763 .7 1,681 .9 0 .18 33 .0 225 .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 .60 ft 0 .11 1 0 .036 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .15 238.9 2 ,152.8 0 .06 10.3 288 .0