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!wood Beam <br />LIC#: KW-06017286, Bu ild :20 .23 .08 .30 <br />DESCRIPTION: HDR-1 -Header <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 />Project Title: <br />Engineer : <br />Project 10: <br />Project Oeser: <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 aga inst lateral-torsional buckling <br />0(0 .08) Lr(0 .08) <br />4x1 0 <br />Span = 11 .50 ft <br />900 psi <br />900 psi <br />1350 psi <br />625 psi <br />180 ps i <br />575 ps i <br />Project File: SA Evergreen.ec6 I <br />(c) ENERCALC INC 1983-2023 <br />E : Modulus of Elasticity <br />Ebend-xx 1600ksi <br />Eminbend-xx 580ksi <br />Density 31 .21 pcf <br />Applied Loads Service loads entered . Load Factors will be ap plied for cal cu latio ns. <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.020 , Lr = 0 .020 ksf, Tributary Width= 4 .0 ft , (Roof Loads) <br />DESIGN SUMMARY <br />!Maximum Bending Stress Ratio = 0 .492 1 Maximum Shear Stress Ratio = <br />i Section used for this span 4x10 Section used for this span <br />I fb : Actua l = 663.81 psi tv : Actual = <br />I F'b = 1 ,350 .00psi F'v = <br />I <br />Load Combination +D+Lr Load Comb ination <br />Location of maximum on span = 5.750ft Location of maximum on span = <br />I Span #where maximum occurs = Span# 1 Span #where maximum occurs = <br />+D+Lr <br />O.OOOft <br />Span# 1 <br />I <br />Maximum Deflection <br />Max Downward Transient Deflection 0 .086 in Ratio= 1609 >=360 Span : 1 : Lr Only <br />Max Upward Transient Deflection 0 in Ratio= 0 <360 n/a I <br />I <br />I Max Downward Total Deflection 0 .179 in Ratio= 77 0>=180 Span : 1 : +D+Lr <br />Max Upward Total Deflection 0 in Ratio= 0 <180 n/a _j <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination lli'lax Sfress Raf1os lli'lomenf Values Shear Values <br />Segment Length Span# M v CD CM Ct Clx CE Cfu ci C r M fb F'b v tv F'v <br />DOnly 0 .0 0.00 0.0 0.0 <br />Length = 11.50 ft 0 .356 0 .124 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.44 345 .9 972 .0 0.43 20 .1 162.0 <br />+D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0 .0 0 .00 0.0 0.0 <br />Length = 11 .50 ft 0 .492 0 .172 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.76 663 .8 1,350 .0 0.83 38 .6 225.0 <br />+D+0 .750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br />Length = 11 .50 ft 0 .433 0 .151 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.43 584 .3 1,350 .0 0.73 34 .0 225 .0 <br />+0 .60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0 .0 0.00 0.0 0.0 <br />Length = 11 .50 ft 0 .120 0 .042 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0 .86 207 .5 1,728 .0 0.26 12.1 288.0 <br />JV