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j wood Beam <br />LIC#: KW-06017286 , Build :20.23 .08 .30 <br />DESCRIPTION: RR-1@ 16" 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 7-16 <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 .0psi <br />Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br />0(0 .019995~ Lr(0 .02666) <br />2x6 <br />Project File : SA Evergreen .ec6 J <br />(c) ENERCALC INC 1983-2023 <br />E : Modulus of Elasticity <br />Ebend-xx 1 ,600 .0ksi <br />Eminbend-xx 580 .0ks i <br />Density 31 .21 0 pet <br />Repetitive Member Stress Increase <br />I L----------·------------·-·-··---··---·-························-·-·····-·-····--·-··········--·-~"~=·-------·--···---"··-·------·--····----·--1 Applied Loads Serv ice loads entered . Load Factors will be appl ied for calculations . <br />Beam self weight calculated and added to loading <br />Uniform Load: D = 0 .0150, Lr = 0 .020 ksf, Tributary Width= 1.333 ft , (Roof Loads) <br />~S.!§_ft! SUMMARY _____________ .. _________ ...... ____ _ _____ •• l!mmllm ••. <br />!·Maximum Bending Stress Ratio = 0.489 1 Maximum Shear Stress Ratio <br />•l§41.Uiel; <br />0 .164 : 1 <br />Section used for this span 2x6 Section used for this span I fb : Actual = 822 .13psi tv: Actual <br />1 F'b = 1 ,681.88psi F'v <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 />+D+Lr <br />4.625ft <br />Span# 1 <br />0 .133 in <br />0 in <br />0 .241 in <br />0 in <br />Ratio= <br />Ratio= <br />Ratio= <br />Ratio= <br />'----------·---·------------------...... _,, __ <br />Load Combination <br />Location of maximum on span <br />Span #where maximum occurs <br />836>=360 <br />0<360 <br />460>=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 Max Stress Ratios <br />Segment Length Span# M V CD CM Ct CLx <br />DOnly <br />Length = 9 .250 ft 1 <br />+D+Lr <br />Length = 9 .250 ft 1 <br />+D+0 .750Lr <br />Length = 9 .250 ft <br />+0 .60D <br />Length= 9 .250 ft 1 <br />0 .305 0.102 <br />0.489 0.164 <br />0 .422 0 .141 <br />0 .103 0 .035 <br />0.90 1.00 1.00 1.00 <br />1.00 1.00 1.00 <br />1.25 1.00 1.00 1.00 <br />1.00 1.00 1.00 <br />1.25 1.00 1.00 1.00 <br />1.00 1.00 1.00 <br />1.60 1.00 1.00 1.00 <br />Moment Values <br />CE Cfu C i C r M fb <br />1.300 1.00 1.00 1.15 0 .23 369 .7 <br />1.300 1.00 1.00 1.15 <br />1.300 1.00 1.00 1.15 0 .52 822 .1 <br />1.300 1.00 1.00 1.15 <br />1.300 1.00 1.00 1.15 0.45 709 .0 <br />1.300 1.00 1.00 1.15 <br />1.300 1.00 1.00 1.15 0.14 221 .8 <br />= <br />2x6 <br />= 36 .87 psi <br />= 225 .00 psi <br />+D+Lr <br />= 8 .811 ft <br />= Span# 1 <br />Sliear Values <br />F'b v tv F'v <br />0 .0 0.00 0.0 0.0 <br />1 ,211.0 0.09 16.6 162.0 <br />0.0 0.00 0.0 0.0 <br />1,681 .9 0 .20 36.9 225 .0 <br />0 .0 0.00 0.0 0.0 <br />1,681 .9 0.17 31.8 225 .0 <br />0.0 0.00 0.0 0.0 <br />2 ,1 52 .8 0.05 9 .9 288 .0