Laserfiche WebLink
Wood Beam <br />LIC# : KW-06014251, Build:20.23.05.25 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:R.R. Check <br />Project File: Member Check.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />900 <br />900 <br />1350 <br />625 <br />1600 <br />580 <br />180 <br />575 31.21 <br />Analysis Method : <br />Eminbend - xx ksi <br />Wood Species : <br />Wood Grade : <br />Fb + <br />psi <br />psi <br />Fv psi <br />Fb - <br />Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />E : Modulus of Elasticity <br />Ebend- xx ksi <br />Density pcf <br />Load Combination :ASCE 7-16 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof) <br />Point Load : D = 0.090 k @ 4.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.685: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.000 ft <br />39.68 psi= <br />= <br />1,940.63 psi <br />2-2x4Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 2-2x4 <br />Maximum Shear Stress Ratio 0.176 : 1 <br />7.737 ft= <br />= <br />1,328.73 psi <br />Maximum Deflection <br />0 <180 <br />221 <br />Ratio =0 <120 <br />Max Downward Transient Deflection 0.216 in 444Ratio =>=180 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.434 in Ratio =>=120 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />1.00Length = 8.0 ft 1 0.502 0.113 0.90 1.500 1.151.00 1.00 0.36 701.8 1,397.3 0.13 162.01.00 18.31.00 <br />1.00+D+Lr 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 8.0 ft 1 0.685 0.176 1.25 1.500 1.151.00 1.00 0.68 1,328.7 1,940.6 0.28 225.01.00 39.71.00 <br />1.00+D+0.750Lr 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 8.0 ft 1 0.604 0.153 1.25 1.500 1.151.00 1.00 0.60 1,172.0 1,940.6 0.24 225.01.00 34.31.00 <br />1.00+0.60D 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 8.0 ft 1 0.170 0.038 1.60 1.500 1.151.00 1.00 0.21 421.1 2,484.0 0.08 288.01.00 11.01.00 <br />. <br />1821 E Newport Cir <br />12/23/2024