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I wood Beam <br />LIC#: KW-06017286 , Bu ild :20 .23 .08 .30 <br />DESCRIPTION: CJ-2 @ 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 />Analysis Method : Allowable Stress Design <br />Load Combination ASCE 7-1 6 <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 />Project File: SA Chestnut.ec6 <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 />2x6 <br />Span= 10.50 ft <br />Applied Loads Service loads entered . Load Factors wi ll be applied for calculations . <br />Beam self weight calculated and added to loading <br />Uniform Load : 0 = 0 .010 , Lr = 0 .010 ksf, Tributary Width= 2 .0 ft, (Ceiling Loads) <br />DESIGN SUMMARY :---············-··· ... -------------··--·---·--·--·-···-····-------·--·-·---------------·-··-··-------·----··---·-·-··-··---·---·--- <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 />0.543 1 <br />2x6 <br />913 .81 psi <br />1,681 .88psi <br />+D+Lr <br />5.250ft <br />Span# 1 <br />0 .165 in Ratio= <br />0 in Ratio= <br />0 .345 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 />762 >=360 Span: 1 : Lr Only <br />0<360 n/a <br />364 >=180 Span : 1 : +D+Lr <br />0<180 n/a <br />Desi n OK <br />= 0 .163 : 1 <br />2x6 <br />= 36.69 psi <br />= 225.00 psi <br />+D+Lr <br />= O.OOOft <br />= Span# 1 <br />---·-----·-·-·--·----------··-·····---·-·--··---···-··- <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Sfress Raftos Momenf Values Sfiear Values <br />Segment Length Span# M v CD CM Ct CLx CE Cfu ci C r M fb F'b v tv F'v <br />D Only 0.0 0.00 0 .0 0.0 <br />Length = 10 .50 ft 0 .393 0 .118 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .30 476 .5 1,211 .0 0 .11 19.1 162.0 <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 = 10 .50 ft 0 .543 0 .163 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .58 913.8 1,681 .9 0 .20 36 .7 225 .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= 10.50 ft 0.478 0 .144 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .51 804.5 1,681 .9 0 .18 32 .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 = 10 .50 ft 0 .133 0 .040 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0 .18 285.9 2 ,152.8 0 .06 11 .5 288 .0 <br />}V <br />1613 W Chestnut Ave, #2 <br />& #312/12/2024