Laserfiche WebLink
I wood Beam <br />LIC#: KW-0601 7286 , Bui ld :20 .23.08 .30 <br />DESCRIPTION: CJ-1@ 16" OC <br />CODE REFERENCES <br />Calculations per NOS 2018 , IBC 2021 , ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Analysis Method : Allowable Stress Des ign <br />Load Comb ination : ASCE 7-16 <br />Wood Species <br />Wood Grade <br />Douglas Fir-La rch <br />No .2 <br />Project Title : <br />Eng ineer: <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 .0ps i <br />900 .0 psi <br />1,350 .0psi <br />625 .0ps i <br />180.0ps i <br />575 .0ps i <br />Beam Bracing Beam is Fully Braced against lateral-tors ional buckling <br />v v 0(0 .0 1333) Lr(0 .01333) v <br />~ 2x8 <br />Span = 18 .50 tt <br />Project File : SA Evergreen .ec6 <br />(c) ENERCALC INC 1983-2023 <br />E : Modulus of Elasticity <br />Ebend-xx 1,600 .0ks i <br />Eminbend-xx 580 .0ksi <br />Dens ity 31 .210pcf <br />Repetitive Member Stress Increase <br />1 <br />Applied Loads Serv ice loads entered . Load Factors will be applied for calcul ations . <br />Beam self .weight calculated and added to loading <br />Uniform Load : D = 0 .010 , Lr = 0.010 ksf, Tributary Width = 1 .333 ft , (Ceiling Loads} <br />DESIGN SUMMARY <br />= fMa~~~ ~~~~~~;~:~:~P~~-R-atio--= ----------o. ~!f1---M-ax-i-~-~~-0~~~:~-~~~~~f~:~i~---------- <br />1 fb : Actual = 1 ,133.63 ps i fv : Actual <br />I <br />I F'b = 1 ,552.50psi <br />Load Combination +D+Lr <br />I <br />I Location of maximum on span = 9.250ft <br />Span # where maximum occurs = Span # 1 <br />F'v <br />Load Comb ination <br />Location of maximum on span <br />Span #where maximum occurs <br />Max Downward Transient Deflection 0 .464 in Ratio= 478 >=360 Span : 1 : Lr Only <br />= <br />= <br />= <br />= <br />Design OK <br />0 .155 : 1 <br />2x8 <br />34 .86 psi <br />225 .00 psi <br />+D+Lr <br />17.960ft <br />Span# 1 <br />I <br />Maximum Deflection <br />; Max Upward Transient Deflection 0 in Rat io = 0 <360 nla j <br />U ax Downward Total Deflection 1 .009 in Rat io= 2 19 >=180 Span : 1 : +D+Lr <br />Max Upward Total Deflection 0 in Ratio= 0 <180 n/a <br />--·--·--·--······---····-····-····-----------------------··--···---······-·····---···----·····--·-··-······ ----------------------------------------- <br />Maximum Forces & Stresses for Load Combinations <br />Load Comb ination Max Sfress Raflos Momenf IJalues Sfiear 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 = 18.50 ft 0.548 0.116 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.67 612 .9 1,117.8 0.14 18.8 162.0 <br />+D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Length= 18.50 ft 0.730 0.155 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.24 1,133.6 1,552 .5 0.25 34 .9 225 .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 = 18 .50 ft 0.646 0.137 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.10 1,003 .4 1,552 .5 0.22 30 .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 = 18 .50 ft 1 0.185 0.039 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.40 367 .7 1,987 .2 0.08 11 .3 288 .0 <br />/0