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Project Title : <br />Engineer : <br />Project 10 : <br />Project Oeser : <br />!wood Beam Project File : SA Center.ec6 I <br />LIC#: KW-06017286 , Bu ild :20 .23 .08 .30 <br />DESCRIPTION: HDR-1 -Header <br />VP HOME (c) ENERCALC INC 1983-202 3 <br />CODE REFERENCES <br />Calculations per NOS 2018 , IBC 2021 , ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Ana lysis Method : Allowable Stress Design <br />Load Combination IBC 2021 <br />Fb + <br />Fb­ <br />Fe-Prll <br />900 .0 psi <br />900.0 psi <br />E : Modulus of Elasticity <br />Ebend-xx 1,600 .0ksi <br />1,350.0 psi <br />625 .0 ps i <br />180.0psi <br />575 .0psi <br />Eminbend-xx 580 .0ks i <br />Wood Spec ies <br />Wood Grade <br />Beam Bracing <br />Douglas Fir-Larch Fe -Perp <br />~.2 ~ <br />Ft <br />Beam is Fully Braced against lateral-torsional buckling <br />0 0 .15 L 0 .4 <br />0(0 17) <br />0 0.17 Lr 0.2 <br />S pa n; 4.0 ft <br />Density <br />~ <br />I _ -·-·--·-·-·----------·---····---·----·--··----------- <br />31 .210pcf <br />...................................... , <br />' <br />i <br />I <br />' ______ j <br />Applied Loads Service loads entered . Load Factors will be app lied for calcula tions. <br />Beam self weight calculated and added to loading <br />Uniform Load : 0 = 0 .0170, Lr = 0 .020 ksf, Tributary Width = 10.0 ft , (High Roof Loads) <br />Uniform Load : 0 = 0 .170 ksf, Tributary Width = 1 .0 ft, (9'H Wall DL) <br />Uniform Load : 0 = 0 .0150 , L = 0 .040 ksf, Tributary Width= 10.0 ft , (Floor Loads) <br />Q.i;.$!GN .. $VM.M.!JR.Y..... ................................ -·--.. _ -·-······ ......................... ............... _ <br />!Maximum Bending Stress Ratio = 0.599 1 Maximum Shear Stress Ratio = <br />Section used for this span 4x8 Section used for this span <br />fb : Actual = 700 .94psi tv : Actual = <br />F'b = 1 , 170.00psi F'v = <br />Load Combination <br />Locat ion of maximum on span <br />Span# where maximum occurs <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 />= <br />= <br />+D+L <br />2.000ft <br />Span# 1 <br />0 .013 in Ratio = <br />0 in Ratio= <br />0 .031 in Ratio= <br />0 in Ratio= <br />Maximum Forces & Stresses for Load Combinations <br />Load Combinat ion lli'lax S!ress Ra!1os <br />Segment Length Span# M v CD CM Ct CLx <br />DOnly <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />Span : 1 : L Only <br />n/a <br />= <br />= <br />3683>=360 <br />0 <360 <br />1558 >=180 <br />0<1 80 <br />Span: 1 : +D+0.750Lr+0 .750L <br />n/a <br />lli'lomen! 'Values <br />CE Cfu ci cr M fb F'b <br />0.0 <br />Length = 4 .0 ft 0.368 0.253 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.99 387 .8 1,053 .0 <br />+D+L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 <br />Length = 4 .0 ft 0.599 0.412 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.79 700.9 1,170.0 <br />+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 <br />Length = 4 .0 ft 0.372 0 .256 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.39 544.4 1,462 .5 <br />+ D+O . 7 50Lr+O . 7 50L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 <br />Length= 4 .0 ft 0.506 0.348 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.89 740 .1 1,462 .5 <br />+D+0 .750L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 <br />Desi n OK <br />0 .412 : 1 <br />4x8 <br />74 .19 psi <br />180 .00 psi <br />+D+L <br />3.401ft <br />Span# 1 <br />Sflear 'Values <br />v fv F'v <br />0.00 0.0 0.0 <br />0.69 41.0 162.0 <br />0.00 0.0 0.0 <br />1.26 74 .2 180.0 <br />0.00 0.0 0 .0 <br />0.97 57 .6 225 .0 <br />0.00 0.0 0.0 <br />1.33 78.3 225 .0 <br />0.00 0.0 0.0 <br />q <br />2234 S Center St #100 - <br />1011186658/13/2024