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!wood Beam <br />LIC# : KW006017286 , Build :20 .23 .08 .30 <br />DESCRIPTION: CJ-1@ 16" OC <br />CODE REFERENCES <br />Calculations per NDS 2018 , IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Ana lysis 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 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 />180.0psi <br />575 .0psi <br />Beam Brac ing Beam is Fully Braced against lateral-torsional buckling <br />v 0(0.01333) Lr(0 .01333) v <br />~ 2x8 <br />Span = 17 _750 ft <br />Project File: SA Cubbon.ecS <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 />v v <br />~ <br />Applied Loads Service loads entered . Load Factors will be applied fo r calculations . <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0 .01 0 , Lr = 0 .010 ksf, Tributary Width = 1 .333 ft , (Ceiling Loads) <br />Qf,$._/.f;_N.$.Y.MMAB.Y.. ••••••••••••••• moo--o 00 oo • ooooo-oomoooooooo ooooooooo o moo o o ooooo•-·--•o• •oooOo- <br />:Maximum Bending Stress Ratio <br />· Section used for this span <br />fb : Actual <br />F'b <br />Load Combination <br />Location 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 />= <br />= <br />= <br />0.672 1 <br />2x8 <br />1 ,043 .58psi <br />1 ,552.50 psi <br />+D+Lr <br />8.875ft <br />Span# 1 <br />0 .393 in Ratio= <br />0 in Ratio= <br />0 .855 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 Combination <br />Location of maximum on span <br />Span #where maximum occurs <br />542 >=360 <br />0<360 <br />249 >=180 <br />0 <180 <br />Span : 1 : Lr Only <br />n/a <br />Span : 1 : +D+Lr <br />n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination l'ii'lax S!ress Ra!1os l'ii'lomen! Values <br />Segment Length Span# M v CD CM Ct CLx CE Cfu ci cr M fb <br />DOnly <br />Length = 17.750 ft 0.505 0.111 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.62 564 .2 <br />+D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15 <br />Length= 17 .750 ft 0.672 0.147 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.14 1,043 .6 <br />+D+0 .750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15 <br />Length= 17 .750 ft 0.595 0 .131 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.01 923 .7 <br />+0 .60D 1.00 1.00 1.00 1.200 1.00 1.00 1.15 <br />Length= 17.750 ft 0.170 0.037 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.37 338 .5 <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 />Design OK <br />0.147 : 1 <br />2x8 <br />33.19 psi <br />225 .00 psi <br />+D+Lr <br />17.167ft <br />Span# 1 <br />Sliear Values <br />v tv F'v <br />0.00 0.0 0.0 <br />0.13 17.9 162.0 <br />0.00 0.0 0.0 <br />0.24 33.2 225 .0 <br />0.00 0.0 0.0 <br />0.21 29 .4 225 .0 <br />0.00 0.0 0.0 <br />0.08 10.8 288 .0 <br />2302 & 2304 W Cubbon <br />St - 1011181937/24/2024