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Project Title : <br />Engineer : <br />Project 10 : <br />Project Oeser : <br />I 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 : IBC 2021 <br />Material Properties <br />Analysis Method : Allowable Stress Design <br />Load Combination IBC 2021 <br />VP HOME <br />Fb + <br />Fb­ <br />Fe-Prll <br />Wood Species <br />Wood Grade <br />Douglas Fir-Larch Fe -Perp <br />Beam Bracing <br />No.2 Fv <br />Ft <br />Beam is Fully Braced against lateral-torsional buckling <br />0(0.019995~ Lr(0 .02666) <br />2x6 <br />Span= 11 .50 It <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 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 .210pcf <br />Repetitive Member Stress Increase <br />I ~I <br />I <br />Applied Loads Service loads entered . Load Factors will be applied 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 />DESIGN SUMMARY Design OK <br />!Maximum Bending Stress Ratio = 0.756 1 Maximum Shear Stress Ratio = 0.209 : 1 <br />i Section used for this span 2x6 Section used for this span 2x6 <br />fb : Actual = 1 ,270 .73psi tv : Actual = 46.95 psi <br />F'b = 1 ,681 .88psi F'v = 225 .00 psi <br />Load Combination +D+Lr Load Combination +D+Lr <br />Location of maximum on span = 5.750ft Location of maximum on span = O.OOOft <br />Span # where maximum occurs = Span# 1 Span #where maximum occurs = Span# 1 <br />Maximum Deflection <br />Max Downward Transient Deflection 0 .317 in Ratio= 435>=360 Span : 1 : Lr Only <br />Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br />Max Downward Total Deflect ion 0 .576 in Ratio= 239 >=180 Span : 1 : +D+Lr <br />Max Upward Total Deflection 0 in Ratio= 0<180 n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination llllax Sfress Raftos llllomenf 'i7alues Sfiear 'i7alues <br />Segment Length Span# M v CD CM Ct CLx CE Cfu c i cr M fb F'b v tv F'v <br />DOnly 0.0 0.00 0.0 0.0 <br />Length = 11 .50 ft 0.472 0.130 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.36 571 .4 1,211 .0 0.12 21 .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 = 11 .50 ft 1 0.756 0.209 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.80 1,270.7 1,681 .9 0.26 46 .9 225 .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 1 0.652 0.180 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.69 1,095 .9 1,681.9 0.22 40 .5 225 .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 0.159 0.044 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.22 342 .8 2,152.8 0.07 12 .7 288.0 <br />1613 W Chestnut Ave, #2 <br />& #312/12/2024