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I wood Beam <br />LIC#: KW-06017286 , Bu ild :20 .23 .08 .30 <br />DESCRIPTION: CJ-1 @ 24 " 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 />Ana lys is 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 10: <br />Project Descr : <br />VP HOME <br />Fb + <br />Fb- <br />Fe-Prll <br />Fe-Perp <br />Fv <br />Ft <br />900 .0 psi <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 Fully Braced against lateral-torsional buckling <br />2xB <br />Span = 17.60 ft <br />Project File: SA Chestnut.ec6 <br />(c) ENERCALC INC 1983-2023 <br />E : Modulus of Elasticity <br />Ebend-xx 1 ,600 .0 ksi <br />Eminbend-xx 580 .0ksi <br />Density 31 .210pcf <br />Repetitive Member Stress Increase <br />----------------·--_j <br />Applied Loads Serv ice loads entered . Load Factors will be applied for calculation s. <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 />f?~$JG.!V _$J!MM!!B\l___ ---------··--·-·· ····-··-··-----···-··-·-·-·-··-·······-·-···-··-···-··---·-··----··-··-----···--------------------•t§'1!·!ei•1; <br />!Maximum Bending Stress Ratio = 0.965 1 Maximum Shear Stress Ratio <br />Section used for this span 2x8 Section used for th is span <br />fb : Actual = 1 ,497 . 70 psi fv: Actual <br />F'b = 1 ,552 .50ps i F'v <br />Load Combination +D+Lr Load Combination <br />Location of maximum on span = 8 .800ft Location of maximum on span <br />Span #where maximum occurs = Span# 1 Span #where maximum occurs <br />Maximum Deflection <br />Max Downward Transient Deflect ion 0 .570 in Ratio= 370 >=360 Span : 1 : Lr Only <br />Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br />Max Downward Total Deflection 1 .207 in Ratio= 175 >=175 Span : 1 : +D+Lr <br />Max Upward Total Deflection 0 in Ratio= 0<175 n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination llllax Sfress Raflos llllomenf Values <br />Segment Length Span# M v CD CM Ct CLx CE Cfu ci cr M fb <br />DOnly <br />Length = 17 .60 ft 0 .707 0 .157 0 .90 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0 .87 790 .5 <br />+D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15 <br />Length= 17 .60 ft 0 .965 0 .213 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.64 1,497 .7 <br />+D+0 .750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15 <br />Length = 17.60 ft 0 .851 0 .188 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.45 1,320 .9 <br />+0.60D 1.00 1.00 1.00 1.200 1.00 1.00 -1.15 <br />Length = 17 .60 ft 0 .239 0 .053 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0 .52 474 .3 <br />= <br />= <br />= <br />= <br />= <br />F'b <br />0 .0 <br />1,117.8 <br />0 .0 <br />1,552.5 <br />0.0 <br />1,552 .5 <br />0 .0 <br />1,987 .2 <br />0.213 : 1 <br />2x8 <br />48 .04 psi <br />225 .00 psi <br />+D+Lr <br />O.OOOft <br />Span# 1 <br />Sfiear Values <br />v fv F'v <br />0 .00 0.0 0.0 <br />0 .18 25.4 162.0 <br />0.00 0 .0 0.0 <br />0 .35 48 .0 225 .0 <br />0 .00 0 .0 0 .0 <br />0 .31 42.4 225 .0 <br />0 .00 0 .0 0 .0 <br />0 .11 15.2 288.0 <br />I J <br />1613 W Chestnut Ave, #2 <br />& #312/12/2024