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Wood Beam <br />LIC# : KW-06019339, Build:20.24.07.08 SPS Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:CJ1 <br />SPS Engineering <br />15445 Ventura Blvd #63 <br />Sherman Oaks Ca, 91403 <br />818 747 7269 <br />Project File: HICKORY ST.ec6 <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-South <br />No.2 <br />850.0 <br />850.0 <br />1,350.0 <br />520.0 <br />1,200.0 <br />440.0 <br />180.0 <br />525.0 28.720 <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 NOT internally calculated and added <br />Loads on all spans... <br />Uniform Load on ALL spans : D = 0.0130, L = 0.020 k/ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.697: 1 <br />Load Combination +D+L+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 9.000 ft <br />29.53 psi= <br />= <br />1,075.25 psi <br />2x10Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L+H <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 2x10 <br />Maximum Shear Stress Ratio 0.164 : 1 <br />17.277 ft= <br />= <br />749.77 psi <br />Maximum Deflection <br />539 <br /><360 <br />327 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.400 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.660 in Ratio =>=240 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : L Only <br />n/a <br />Span: 1 : +D+L+H <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+H 0.0 0.00 0.00.0 <br />1.00Length = 18.0 ft 1 0.305 0.072 0.90 1.100 1.151.00 1.00 0.53 295.4 967.7 0.11 162.01.00 11.61.00 <br />1.00+D+L+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 18.0 ft 1 0.697 0.164 1.00 1.100 1.151.00 1.00 1.34 749.8 1,075.3 0.27 180.01.00 29.51.00 <br />1.00+D+Lr+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 18.0 ft 1 0.220 0.052 1.25 1.100 1.151.00 1.00 0.53 295.4 1,344.1 0.11 225.01.00 11.61.00 <br />1.00+D+S+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 18.0 ft 1 0.239 0.056 1.15 1.100 1.151.00 1.00 0.53 295.4 1,236.5 0.11 207.01.00 11.61.00 <br />1.00+D+0.750Lr+0.750L+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1022 S Hickory St <br />1/9/2025