Laserfiche WebLink
j wood Beam <br />UC#: KW-060 17286 , Bu ild :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 />Analys is Method : Allowable Stress Design <br />Load Comb ination 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 />180.0 psi <br />575 .0psi <br />Beam Brac ing Beam is Fully Braced aga inst lateral-tors ional buckling <br />v 0(0.01333) Lr(0 .01333} v <br />£ 2x6 <br />Span = 11.50 ft <br />Project File: SA Chestnut.ec6 j <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 .210 pcf <br />Repetitive Member Stress Increase <br />v v <br />1 <br />Applied Loads Service loads e ntered . Loa d Factors will be appl ied fo r calcu lations . <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 />Q~$!fiN_S.fJMMAf1._Y._____________ -------------------------------------------------------------'-• • <br />:Maxi mu m 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 />Ma xi mum Deflection <br />Max Downward Transient Deflect ion <br />Max Upward Trans ient Deflection <br />Max Downward Total Deflection <br />Max Upward Total Deflection <br />= <br />= <br />= <br />= <br />= <br />0.444 1 <br />2x6 <br />746 .23psi <br />1 ,681 .88psi <br />+D+Lr <br />5 .750ft <br />Span# 1 <br />0 .159 in Ratio = <br />0 in Ratio= <br />0 .338 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 />870 >=360 Span : 1 : Lr Only <br />0 <360 n/a <br />407 >=175 Span : 1 : +D+Lr <br />0<175 n/a <br />= <br />= <br />= <br />= <br />= <br />0 .123 : 1 <br />2x6 <br />27.57 psi <br />225 .00 psi <br />+D+Lr <br />0 .000 ft <br />Span# 1 <br />,, ___ ,_ .. _________ ,, _________ , ________________________ , ___________________________ , ______ _ <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination l'illax Sfress Raf1os l'illomenf IJalues Sfiear IJalues <br />Segment Length Span# M v CD CM Ct CLx CE Cfu c i C r M fb F'b v tv F'v <br />D Only 0 .0 0.00 0 .0 0.0 <br />Length = 11.50 ft 0 .327 0.090 0 .90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .25 396 .6 1,211 .0 0 .08 14.7 162.0 <br />+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .0 0 .00 0.0 0.0 <br />Length = 11 .50 ft 0.444 0 .123 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .47 746 .2 1,681.9 0.15 27.6 225.0 <br />+D+0 .750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0 .00 0 .0 0.0 <br />Length = 11.50 ft 0 .392 0 .108 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.42 658 .8 1,681 .9 0 .13 24 .3 225 .0 <br />+0 .60D 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0 .00 0.0 0 .0 <br />Length = 11 .50 ft 0 .111 0 .031 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .15 237 .9 2,152.8 0 .05 8 .8 288.0 <br />;o <br />1613 W Chestnut Ave, #2 <br />& #312/12/2024