Laserfiche WebLink
I 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 : 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 />Project Title : <br />Engineer : <br />Project ID : <br />Project Oeser: <br />VP HOME <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 .0psi <br />180.0psi <br />575 .0psi <br />Project File : SA Chestnut.ec6 <br />(c) ENERCALC INC 1983-2023 <br />E : Modulus of Elasticity <br />Ebend-xx 1 ,600 .0ksi <br />Eminbend-xx 580 .0ksi <br />Density 31 .210pcf <br />Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br />' i ; __ . <br />4x8 <br />Span= 10 .50 ft <br />Applied Loads Service loads entered . Load Factors wi ll be appl ied for calcu lations . <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 />p _ESIGN SUMMARY Design OK <br />!Maximum Bending Stress Ratio = 0 .610 1 Maximum Shear Stress Ratio = 0.203: 1 <br />Section used for this span 4x8 Section used for this span 4x8 <br />fb: Actual = 892 .64ps i fv : Actual = 45 .74 psi <br />F'b = 1 ,462 .50psi F'v = 225 .00 psi <br />Load Combination +D+Lr Load Combination +D+Lr <br />Location of maximum on span = 5.250ft Location of maximum on span = O.OOOft <br />Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 <br />Maximum Deflection <br />Max Downward Transient Deflection 0 .124 in Ratio= 1018 >=360 Span : 1 : Lr Only <br />Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br />Max Downward Total Deflection 0 .256 in Ratio= 4 9 2>=180 Span: 1 : +D+Lr <br />! Max Upward Total Deflection 0 in Ratio= 0<180 n/a <br />'···----·-··---- <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination l'illax Sfress Raflos l'illomenf 'ii'alues Sliear 'ii'alues <br />Segment Length Span# M v CD CM Ct CLx CE Cfu ci cr M fb F'b v fv F'v <br />DOn ly 0 .0 0.00 0.0 0.0 <br />Length = 10.50 ft 0 .438 0 .146 0 .90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.18 461 .1 1,053 .0 0.40 23 .6 162.0 <br />+D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0 .0 0.00 0.0 0.0 <br />Length = 10.50 ft 0 .610 0 .203 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.28 892.6 1,462.5 0.77 45 .7 225 .0 <br />+D+0 .750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br />Length = 10.50 ft 0 .537 0 .179 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.01 784 .8 1,462 .5 0 .68 40 .2 225 .0 <br />+0 .60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br />Length = 10 .50 ft 0.148 0.049 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.71 276.7 1,872.0 0 .24 14.2 288.0 <br />/';7 <br />1613 W Chestnut Ave, #2 <br />& #312/12/2024