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Project Title : <br />Engineer: <br />Project ID : <br />Project Oeser: <br />!Wood Beam Project File: SA Evergreen .ec6 <br />LIC#: KW-06017286 , Bu ild:20 .23.08 .30 VP HOME (c) ENERCALC INC 1983-2023 <br />DESCRIPTION: RR-2@ 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 />Analys is Method : Allowable St ress Design <br />Load Combination : ASCE 7-16 <br />Wood Species <br />Wood Grade <br />Douglas Fir-Larch <br />No .2 <br />Fb + <br />Fb- <br />Fe-Prll <br />Fe -Perp <br />Fv <br />Ft <br />900 .0ps i <br />900 .0ps i <br />1,350.0ps i <br />625.0ps i <br />180.0ps i <br />575 .0ps i <br />E : Modulus of Elasticity <br />Ebend-xx 1,600.0ks i <br />Eminbend-xx 580.0ksi <br />Dens ity 31 .210pcf <br />Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />I D(0 .01 9995~Lr(0 .02666) <br />~~~· ~~-9 ~--2x-6 ----9--~~1 <br />I <br />Span = 12.0 ft <br />L ____ _ -·--·-.. ·-·--·----·--·----.. ----------·-·-... -.... _,_,_,_, _______ , _______________________________________ _ <br />Applied Loads Service loads entered . Load Factors will be appl ied for ca lcu lat ion s . <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 />~_$j§.!i_S_U_M_MA.-=.:...:R:....:Y_____ _ _________________ .. ____ __l •• li•!Z!#=41f!.~!IJ.Im•~~J1;1 •• 1, <br />!Maximum Bending Stress Ratio = 0.823: 1 Maximum Shear Stress Ratio = 0.218 : 1 <br />1 Section used for this span 2x6 Section used for this span 2x6 <br />I <br />fb : Actual = 1 ,383 .63ps i fv : Actual = 48 .99 psi <br />F'b = 1 ,681 .88ps i F'v = 225.00 psi <br />Load Combination +D+Lr Load Combination +D+Lr <br />I <br />I Location of maximum on span = 6 .000ft Location of maximum on span = 0.000 ft <br />Span #where max imum occurs = Span # 1 Span #where maximum occurs = Span # 1 <br />I <br />I <br />Maximum Deflection <br />Max Downward Transient Deflection <br />Max Upward Transient Deflection <br />Max Downward Total Deflection <br />Max Upward Total Deflection <br />0.376 in <br />0 in <br />0 .683 in <br />0 in <br />Ratio= <br />Ratio= <br />Rat io= <br />Ratio= <br />3 8 2 >=360 <br />0<360 <br />2 10>=180 <br />0<180 <br />Span : 1 : Lr Only <br />n/a <br />Span : 1 : +D+Lr <br />n/a <br />-·--·-·-----·---·------------·---·---------.. ·----·-----·---·-- <br />Maximum Forces & Stresses for Load Combinations <br />J <br />Load Combination <br />Segment Length <br />Max Stress Rabos Moment Values Shear Values <br />DOnly <br />Length = 12.0 ft <br />+D+Lr <br />Length = 12 .0 ft <br />+D+0 .750Lr <br />Length = 12 .0 ft <br />+0 .60D <br />Length= 12.0 ft <br />Span # M V CD CM <br />0 .514 0 .136 0.90 1.00 <br />1.00 <br />1 0 .823 0.218 1.25 1.00 <br />1.00 <br />1 0 .709 0.188 1.25 1.00 <br />1.00 <br />1 0 .173 0 .046 1.60 1.00 <br />Cfu <br />1.00 1.00 1.300 1.00 <br />1.00 1.00 1.300 1.00 <br />1.00 1.00 1.300 1.00 <br />1.00 1.00 1.300 1.00 <br />1.00 1.00 1.300 1.00 <br />1.00 1.00 1.300 1.00 <br />1.00 1.00 1.300 1.00 <br />1.00 1.15 <br />1.00 1.15 <br />1.00 1.15 <br />1.00 1.15 <br />1.00 1.15 <br />1.00 1.15 <br />1.00 1.15 <br />M fb <br />0 .39 622 .2 <br />0 .87 1,383 .6 <br />0 .75 1,193.3 <br />0 .24 373.3 <br />F'b <br />0 .0 <br />1,211 .0 <br />0 .0 <br />1,681 .9 <br />0.0 <br />1,681 .9 <br />0 .0 <br />2 ,152.8 <br />v fv F'v <br />0 .00 0 .0 0.0 <br />0 .12 22 .0 162.0 <br />0 .00 0 .0 0 .0 <br />0 .27 49 .0 225.0 <br />0 .00 0 .0 0 .0 <br />0 .23 42 .2 225 .0 <br />0 .00 0.0 0.0 <br />0 .07 13.2 288 .0