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Project Title: <br />Engineer : <br />Project 10: <br />Project Oeser : <br />!wood Beam Project File: SA Chestnut.ec6 <br />LIC#: KW-06017286 , Build :20 .23 .08 .30 VP HOME (c) ENERCALC INC 1983-2023 <br />DESCRIPTION: RR-1@ 24" 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 />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 />900.0 psi <br />900.0 psi <br />1,350 .0psi <br />625 .0 psi <br />180.0psi <br />575 .0psi <br />E : Modulus of Elasticity <br />Ebend-xx 1 ,600.0ksi <br />Eminbend-xx 580.0ks i <br />Density 31 .210pcf <br />Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />2x6 <br />Span = 9 .0 ft <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 = 2.0 ft , (Roof Loads) <br />QI;_$}GN_ Sf..!MM~B_'f______________ -----------· ______ ..... _ .. ________________________ ... _ .. _____ .. __ .. ______ __I.Emlml•mt•• <br />!Maximum Bending Stress Ratio = 0.681l 1 Maximum Shea r Stress Ratio = 0.236 : 1 <br />; Section used for this span 2x6 Section used for this span 2x6 <br />fb :Actual = 1 ,153 .36psi fv :Actual = 53 .16psi <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 = 4.500ft Location of maximum on span = 8.573 ft <br />Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 <br />Maximum Deflection <br />Max Downward Trans ient Deflection <br />Max Upward Transient Deflection <br />Max Downward Total Deflection <br />Max Upward Total Deflection <br />0 .178 in Ratio = <br />0 in Ratio= <br />0.320 in Ratio = <br />0 in Ratio= <br />605 >=360 <br />0<360 <br />337 >=180 <br />0<1 80 ______________ , __________ . <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Stress Ralios <br />Span : 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <br />Moment Values <br />Segment Length Span# M V CD CM Ct Clx CE Cfu C i C r M fb <br />DOnly <br />Length = 9.0 ft <br />+D+Lr <br />Length= 9.0 ft <br />+D+0 .750Lr <br />Length= 9.0 ft <br />+0 .60D <br />Length = 9.0 ft <br />0.422 0.145 <br />0.686 0.236 <br />0.590 0.203 <br />0.142 0.049 <br />0.90 1.00 1.00 <br />1.00 1.00 <br />1.25 1.00 1.00 <br />1.00 1.00 <br />1.25 1.00 1.00 <br />1.00 1.00 <br />1.60 1.00 1.00 <br />1.00 1.300 1.00 1.00 1.15 0.32 510 .7 <br />1.00 1.300 1.00 1.00 1.15 <br />1.00 1.300 1.00 1.00 1.15 0.73 1 '1 53 .4 <br />1.00 1.300 1.00 1.00 1.15 <br />1.00 1.300 1.00 1.00 1.15 0.63 992 .7 <br />1.00 1.300 1.00 1.00 1.15 <br />1.00 1.300 1.00 1.00 1.15 0.19 306.4 <br />______ ___j <br />Shear Values <br />F'b v fv F'v <br />0.0 0.00 0.0 0.0 <br />1,211 .0 0.13 23.5 162.0 <br />0.0 0.00 0.0 0.0 <br />1,681 .9 0.29 53.2 225 .0 <br />0.0 0.00 0.0 0.0 <br />1,681 .9 0.25 45 .8 225 .0 <br />0.0 0.00 0.0 0.0 <br />2,152.8 0.08 14.1 288 .0 <br />1613 W Chestnut Ave, #2 <br />& #312/12/2024