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Project Title : <br />Engineer: <br />Project ID : <br />Project Oeser: <br />!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 />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 />~.2 ~ <br />Ft <br />Beam is Fully Braced against lateral-torsional buckling <br />0 (0 .019995 ~ Lr(0.02666) <br />2x4 <br />Span= 7.0 n <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 Evergreen.ec6 I <br />(c) ENERCALC INC 1983-2023 <br />E : Modulus of Elasticity <br />Ebend-xx 1,600 .0 ksi <br />Eminbend-xx 580 .0ksi <br />Density 31 .210pcf <br />Repetitive Member Stress Increase <br />Applied Loads Serv ice loads entered . Load Facto rs will be appl ied fo r calcu lations . <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 <br />[Ma~:~~~s~~~~;~-~~;~~~-Rat-io___ -0 .591: 1 Maximum Shear Stress Ratio <br />Section used for this span <br />fv : Actual <br />····-··-------·-·JI••E•l!*3:411!·11"*1•~1::i: ••1 .. <br />1 = 0.195 : 1 <br />l fb: Actual = i F'b = <br />j 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 />2x4 <br />1,147 .03psi <br />1 ,940 .63psi <br />+D+Lr <br />3 .500ft <br />Span# 1 <br />0 .169 in Ratio= <br />0 in Ratio= <br />0 .303 in Ratio= <br />0 in Ratio= <br />F'v <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />497>=360 Span : 1 : Lr Only <br />0<360 nla <br />2 77 >=180 Span : 1 : +D+Lr <br />0<180 n/a <br />= <br />= <br />= <br />= <br />'··-··-·-·-···-······················-···········-······················-··-··-··· ·········-····-··---·---······-··········-····-··· ................................... ,,,_ ················································-·································-......................................... ................ ,_, __ , ___________ <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination llllax Sfress Raflos llllomenf Values <br />Segment Length Span# M v CD CM Ct CLx CE Cfu ci cr M fb F'b <br />DOnly 0 .0 <br />Length= 7 .0 ft 0.363 0 .120 0 .90 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .13 507.2 1,397 .3 <br />+D+Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .0 <br />Length= 7 .0 ft 0.591 0 .195 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0.29 1 '147.0 1,940 .6 <br />+D+0.750Lr 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .0 <br />Length= 7 .0 ft 0 .509 0 .168 1.25 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .25 987.1 1,940.6 <br />+0 .60D 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .0 <br />Length = 7 .0 ft 0 .123 0 .040 1.60 1.00 1.00 1.00 1.500 1.00 1.00 1.15 0 .08 304 .3 2 ,484.0 <br />2x4 <br />43.96 psi <br />225 .00 psi <br />+D+Lr <br />6 .719ft <br />Span# 1 <br />···················--··-·-····-········· .. -· ................... _ ....... - <br />Snear Values <br />v fv F'v <br />0 .00 0 .0 0.0 <br />0 .07 19.4 162.0 <br />0 .00 0 .0 0.0 <br />0 .15 44 .0 225.0 <br />0 .00 0.0 0.0 <br />0 .13 37 .8 225 .0 <br />0 .00 0 .0 0.0 <br />0.04 11 .7 288 .0