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Wood Beam <br />LIC# : KW-06019339, Build:20.25.05.07 SPS Engineering (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:RR1 <br />SPS Engineering <br />15445 Ventura Blvd #63 <br />Sherman Oaks Ca, 91403 <br />818 747 7269 <br />Project File: garnsey st.ec6 <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021 <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 />2-2x4 <br />Span = 9.0 ft <br />1 2 <br />D(0.0160) L(0.020) <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 = 0.0160, L = 0.020 k/ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.487: 1 <br />Load Combination <br />+D+L+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.500 ft <br />21.79 psi= <br />= <br />1,466.25 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 <br />+D+L+H <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 2-2x4 <br />Maximum Shear Stress Ratio 0.121 : 1 <br />8.737 ft= <br />= <br />714.12 psi <br />Maximum Deflection <br />467 <br /><360 <br />259 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.231 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.416 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 = 9.0 ft 1 0.241 0.060 0.90 1.500 1.151.00 1.00 0.16 317.4 1,319.6 0.07 162.01.00 9.71.00 <br />1.00+D+L+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.487 0.121 1.00 1.500 1.151.00 1.00 0.36 714.1 1,466.3 0.15 180.01.00 21.81.00 <br />1.00+D+Lr+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.173 0.043 1.25 1.500 1.151.00 1.00 0.16 317.4 1,832.8 0.07 225.01.00 9.71.00 <br />1.00+D+S+H 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.188 0.047 1.15 1.500 1.151.00 1.00 0.16 317.4 1,686.2 0.07 207.01.00 9.71.00