Laserfiche WebLink
Project Title : <br />Engineer : <br />Project ID : <br />Project Oeser: <br />!wood Beam <br />LIC#: KW-06017286 , Build :20 .23 .08 .30 <br />DESCRIPTION: HDR-2-Header <br />VP HOME <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 />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 />r··------------------·--.. ·-····-··-·-' <br />Span= 7 .0 ft <br />900 .0 psi <br />900.0psi <br />1,350 .0 psi <br />625 .0psi <br />180.0psi <br />575.0psi <br />Project File: SA Evergreen.ec6 · I <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 />Applied Loads Service loads entered . Load Factors will be applied for calculat ions. <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0 .020, Lr = 0.020 ksf, Tributary Width= 6 .0 ft , (Roof Loads) <br />DESIGN SUMMARY <br />l <br />i Maximum Bending Stress Ratio <br />Section used for this span <br />fb : Actual <br />i F'b <br />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 />= <br />= <br />= = <br />0.315 1 <br />6x8 <br />354.85psi <br />1,125.00psi <br />+D+Lr <br />3.500ft <br />Span# 1 <br />0.021 in Ratio= <br />0 in Ratio= <br />0.044 in Ratio= <br />0 in Ratio= <br />Maximum Shear Stress Ratio <br />Section used for this span <br />fv : Actual <br />F'v <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />3985 >=360 Span : 1 : Lr Only <br />0<360 n/a <br />1921 >=180 Span : 1 : +D+Lr <br />0<180 n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Stress Ratios <br />Segment Length Span# M V CD CM Ct CLx CE Cfu C i C r <br />DOnly <br />Length = 7 .0 ft 1 <br />+D+Lr <br />Length= 7 .0 ft 1 <br />+D+0 .750Lr <br />Length = 7.0 ft <br />+0 .60D <br />Length= 7 .0 ft 1 <br />0 .227 <br />0 .315 <br />0 .277 <br />0 .077 <br />0 .084 0.90 1.00 <br />1.00 <br />0 .11 6 1.25 1.00 <br />1.00 <br />0 .102 1.25 1.00 <br />1.00 <br />0 .028 1.60 1.00 <br />1.00 1.00 1.000 1.00 1.00 1.00 <br />1.00 1.00 1.000 1.00 1.00 1.00 <br />1.00 1.00 1.000 1.00 1.00 1.00 <br />1.00 1.00 1.000 1.00 1.00 1.00 <br />1.00 1.00 1.000 1.00 1.00 1.00 <br />1.00 1.00 1.000 1.00 1.00 1.00 <br />1.00 1.00 1.000 1.00 1.00 1.00 <br />Moment Values <br />M fb <br />0 .79 183.8 <br />1.52 354 .9 <br />1.34 312.1 <br />0 .47 110.3 <br />Design OK <br />= 0 .116: 1 <br />6x8 <br />= 26.13 psi <br />= 225.00 psi <br />+D+Lr <br />= 6 .387ft <br />= Span# 1 <br />Sfiear Values <br />F'b v fv F'v <br />0.0 0 .00 0 .0 0.0 <br />810.0 0 .37 13.5 162.0 <br />0.0 0 .00 0 .0 0.0 <br />1,1 25 .0 0 .72 26 .1 225 .0 <br />0 .0 0 .00 0 .0 0.0 <br />1,1 25 .0 0.63 23.0 225 .0 <br />0 .0 0 .00 0.0 0.0 <br />1,440 .0 0 .22 8.1 288.0 <br />Itt