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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 />900.0psi <br />1,350 .0 psi <br />625 .0 psi <br />180.0 psi <br />575 .0 psi <br />Project Fi~: SA Cubbon.ec6 <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 />Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br />4 x8 <br />Span= 9 .50 ft <br />Applied Loads Service loads en te red . Load Facto rs wil l be appl ied for ca lcu lations . <br />Beam self weight calculated and added to loading <br />Uniform Load : 0 = 0.020 , Lr = 0.020 ksf, Tributary Width= 4 .0 ft, (Roof Loads) <br />£?/;_SIGN SUMMARY Design OK <br />j Maximum Bending Stress Ratio = 0.500 1 Maximum Shear Stress Ratio = 0.181 : 1 <br />i Section used for this span 4x8 Section used for this span 4x8 <br />fb : Actual = 730 .71 psi fv : Actual = 40 .70 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 = 4.750ft Location of maximum on span = 8 .911 ft <br />Span # where maximum occurs = Span# 1 Span #where maximum occurs = Span# 1 <br />Maximum Deflection <br />Max Downward Transient Deflection 0 .083 in Ratio= 137 4>=360 Span : 1 : Lr Only <br />Max Upward Transient Deflection 0 in Ratio= 0<360 nla <br />Max Downward Total Deflection 0 .172 in Ratio= 664 >=180 Span: 1 : +D+Lr <br />Max Upward Total Deflection 0 in Ratio= 0<1 80 nla <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Sfress Raf1os Momenf 'Values Sliear 'Values <br />Segment Length Span# M v CD CM Ct Clx CE Cfu ci cr M fb F'b v fv F'v <br />DOnly 0.0 0 .00 0.0 0.0 <br />Length = 9 .50 ft 0.358 0.130 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.96 377.5 1,053 .0 0.36 21 .0 162.0 <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 = 9 .50 ft 0 .500 0 .181 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.87 730 .7 1,462 .5 0 .69 40 .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 = 9 .50 ft 0.439 0.159 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.64 642 .4 1,462.5 0.61 35 .8 225.0 <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 = 9 .50 ft 0.121 0 .044 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.58 226 .5 1,872 .0 0.21 12.6 288 .0 <br />}0 <br />2302 & 2304 W Cubbon <br />St - 1011181937/24/2024