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Project Title: <br />Engineer: <br />Project ID: <br />Project Descr : <br />I wood Beam Project File: SA C~ut.ec6 I <br />LIC#: KW-06017286 , Build :20 .23 .08 .30 <br />DESCRIPTION: RR-2 @ 24" OC <br />VP HOME (c) ENERCALC INC 1983-2023 <br />CODE REFERENCES <br />Calculations per NDS 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 />Fb + <br />Fb­ <br />Fe-Prll <br />Wood Species <br />Wood Grade <br />Douglas Fir-Larch Fe-Perp <br />No.2 Fv <br />900 .0 psi <br />900 .0psi <br />1,350 .0 psi <br />625.0 psi <br />180.0 psi <br />575.0 psi <br />E : Modulus of Elasticity <br />Ebend-xx 1 ,600 .0ksi <br />Eminbend-xx 580 .0ksi <br />Density 31 .210pcf <br />Beam Bracing <br />Ft <br />Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />2x4 <br />Span= 6 .750 ft <br />Applied Loads Serv ice loads entered . Load Factors will be applied for ca lculations . <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 />Q.t;_SLGN SUMNJABY.__________ ----------·----······-··-·-·-··· <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 />= <br />= <br />= <br />= <br />= <br />0 .818 1 <br />2x4 <br />1 ,587 .54psi <br />1 ,940 .63psi <br />+D+Lr <br />3.375ft <br />Span# 1 <br />Max Downward Transient Deflection 0 .219 in Ratio= <br />Max Upward Trans ient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0 .390 in Ratio= <br />Max Upward Total Deflection 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 />369 >=360 Span : 1 : Lr Only <br />0<360 n/a <br />207 >=180 Span : 1 : +D+Lr <br />0<180 n/a <br />L ..... ---····-·-············-··-········---·-···-·---·--·-·······-------··--·---------·-·-··············-···-······---······-·---··-········--·-··· ············--···-·---·-····-----···--·-·--·--···-··············-·-------·- <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Sfress Raf1os Momenf Values <br />Segment Length Span# M v CD CM Ct Clx CE Cfu ci C r M fb <br />DOnly <br />Length = 6 . 725 ft 0.497 0.170 0.90 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.18 694 .9 <br />Length = 0.02464 ft 1 0.007 0.170 0.90 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.00 10.1 <br />+D+Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15 <br />Length = 6. 725 ft 1 0.818 0.280 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.41 1,587.5 <br />Length = 0.02464 ft 1 0.012 0.280 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.01 23 .1 <br />+D+0 .750Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15 <br />Length= 6 .725 ft 1 0.703 0.241 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.35 1,364 .4 <br />Length = 0.02464 ft 1 0.0 10 0 .241 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.01 19.8 <br />+0 .60D 1.00 1.00 1.00 1.500 1.00 1.00 1.15 <br />Design OK <br />= 0 .280 : 1 <br />2x4 <br />= 63 .09 psi <br />= 225.00 psi <br />+D+Lr <br />= O.OOOft <br />= Span# 1 <br />·------·····-··-··-·····-··-·····-··-···-····-··-······-··· <br />__ j <br />Sfiear Values <br />F'b v tv F'v <br />0 .0 0.00 0.0 0.0 <br />1,397 .3 0.10 27 .6 162.0 <br />1,397 .3 0.10 27 .6 162.0 <br />0.0 0.00 0.0 0 .0 <br />1,940 .6 0.22 63 .1 225.0 <br />1,940 .6 0.22 63 .1 225 .0 <br />0.0 0.00 0.0 0.0 <br />1,940 .6 0.19 54 .2 225 .0 <br />1,940 .6 0.19 54 .2 225.0 <br />0.0 0.00 0.0 0.0 <br />1613 W Chestnut Ave, #2 <br />& #312/12/2024