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I Wood Beam <br />LIC#: KW-06017286 , Bu ild :20 .23 .08 .30 <br />DESCRIPTION: CJ -1 @ 16" OC <br />CODE REFERENCES <br />Calculati ons per NOS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7 -16 <br />Material Properties <br />Analysis Method : Allowable Stress Design <br />Load Combin at ion 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 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 />180.0 psi <br />575 .0 psi <br />Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br />9 ;:; <br />0(0.01333) Lr(0 .01333 ) <br />;:; <br />( i <br />2x8 <br />Span = 19.20 ft <br />Project File : SA Hazard .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 .21 Opcf <br />Repetitive Member Stress Increase <br />;:; 9 <br />~ <br />Applied Loads Serv ice loads ente red . Load Factors will be applied for 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 />DESIGN $ UMMAR'[_______ ---------·---·-----------------·----... -----·---·-···---··--··-··-·-·--··-·---·-·-·-··--··------------------------·----· <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 #whe re maximum occurs <br />Maximum Deflecti on <br />Max Downward Trans ient Deflection <br />Max Upward Transient Deflect ion <br />Max Downward Total Deflection <br />Max Upward Total Deflection <br />= <br />= <br />= <br />= <br />= <br />0.786 1 <br />2x8 <br />1,221.04psi <br />1 ,552 .50psi <br />+D+Lr <br />9.600ft <br />Span# 1 <br />0.538 in Ratio= <br />0 in Ratio= <br />1 .171 in Ratio = <br />0 in Ratio= <br />Maximum Shear Stress Ratio <br />Section used for this span <br />fv : Actual <br />F'v <br />Load Comb ination <br />Location of maximum on span <br />Span# where maximum occurs <br />428 >=360 Span : 1 : Lr Only <br />0 <360 n/a <br />196 >=180 Span : 1 : +D+Lr <br />0<1 80 n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination l'ii'lax S!ress Ra!los l'ii'lomen! Values <br />Segme nt Length Span# M v CD CM Ct CLx CE Cfu ci cr M fb <br />D Only <br />Length = 19 .20 ft 0 .591 0 .121 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0 .72 660 .1 <br />+D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15 <br />Length = 19 .20 ft 0 .78 6 0 .161 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.34 1,221 .0 <br />+D+0 .75 0Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.15 <br />Length = 19 .20 ft 0 .696 0 .142 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.15 1.18 1,080 .8 <br />+0 .60D 1.00 1.00 1.00 1.200 1.00 1.00 1.15 <br />Length = 19 .20 ft 0 .199 0 .041 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.15 0.43 396.1 <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 />Desi n OK <br />0.161 : 1 <br />2x8 <br />36 .18 psi <br />225 .00 psi <br />+D+Lr <br />18.639 ft <br />Span# 1 <br />Sfiear Values <br />v fv F'v <br />0 .00 0 .0 0 .0 <br />0 .14 19.6 162 .0 <br />0 .00 0 .0 0 .0 <br />0 .26 36 .2 225 .0 <br />0.00 0.0 0.0 <br />0 .23 32 .0 225 .0 <br />0.00 0 .0 0.0 <br />0 .09 11 .7 288 .0