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!wood Beam <br />LIC#: KW-06017286 , Bu ild :20 .23 .08 .30 <br />DESCRIPTION: CJ-1@ 24" OC <br />CODE REFERENCES <br />Calculat ions 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 Combination ASCE 7-16 <br />Wood Spec ies <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 />900.0psi <br />900.0psi <br />1,350.0 psi <br />625.0psi <br />180.0 ps i <br />575 .0psi <br />Project File: SA Arapaho.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 Repetitive Member Stress Increase <br />2x10 <br />Span= 19 .750 ft <br />Applied Loads Service loads entered . Load Factors will be applied for ca lculations . <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.01 0 , Lr = 0.010 ksf, Tributary Width = 2 .0 ft , (Ceiling Loads) <br />Q~$J(if!S_IJ._M_M.!1B..Y.~.--·------····-·····-···-------------···-···----·--·-···-·-·-~·----··--·--····-··--·-·--··-- <br />Maximum Bending Stress Ratio <br />Sect ion 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 />= <br />= <br />= <br />= <br />= <br />0.827. 1 <br />2x10 <br />1,176.37psi <br />1 ,423 .13 psi <br />+D+Lr <br />9.875ft <br />Span# 1 <br />Maximum Shear Stress Ratio <br />Section used for this span <br />fv : Actual <br />F'v <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />= <br />= <br />= <br />= <br />= <br />0.189: 1 <br />2x10 <br />42.56 psi <br />225 .00 psi <br />+D+Lr <br />19.029ft <br />Span# 1 <br />Max Downward Transient Deflection <br />Max Upward Transient Deflection <br />Max Downward Total Deflection <br />Max Upward Total Deflection <br />0.435 in Ratio = <br />0 in Ratio= <br />0.936 in Ratio= <br />0 in Ratio= <br />0<360 nla <br />253 >=180 Span: 1 : +D+Lr <br />0<180 nla <br />544 >=360 Span : 1 : Lr Only j <br />1----·-·-····-····· ... ·---·---·-·-···---·-----·····-···-··-·--·-·····-·········------------···--·---·-··--··-···· ------------------------------------------------------ <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination lli'lax Sfress Raf1os lli'lomenf Values Sfiear Values <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= 19 .750 ft 0 .614 0.141 0 .90 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.12 629 .3 1,024 .7 0 .21 22 .8 162.0 <br />+D+Lr 1.00 1.00 1.00 1.1 00 1.00 1.00 1.15 0.0 0 .00 0 .0 0 .0 <br />Length = 19.750 ft 0 .827 0 .189 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 2 .10 1 '176.4 1,423 .1 0 .39 42 .6 225 .0 <br />+D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0 .0 0.0 <br />Length= 19 .750 ft 0 .731 0 .167 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.85 1,039 .6 1,423 .1 0 .35 37 .6 225.0 <br />+0 .60D 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 <br />Length = 19.750 ft 0.207 0.047 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.67 377.6 1,821.6 0.13 13 .7 288.0 <br />7 <br />510 S Arapaho Dr #2 <br />1011182015/9/2024