Laserfiche WebLink
Wood Beam <br />LIC# : KW-06019339, Build:20.25.05.07 SPS Engineering (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:HDR4-6 <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 <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 />4x8 <br />Span = 6.0 ft <br />1 2 <br />D(0.270) L(0.3150) <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 = 0.270, L = 0.3150 k/ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.932: 1 <br />Load Combination <br />+D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.000 ft <br />83.30 psi= <br />= <br />1,105.00 psi <br />4x8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination <br />+D+L <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 4x8 <br />Maximum Shear Stress Ratio 0.463 : 1 <br />0.000 ft= <br />= <br />1,030.28 psi <br />Maximum Deflection <br />1039 <br /><360 <br />559 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.069 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.129 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 <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 = 6.0 ft 1 0.478 0.237 0.90 1.300 1.001.00 1.00 1.22 475.5 994.5 0.65 162.01.00 38.41.00 <br />1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 6.0 ft 1 0.932 0.463 1.00 1.300 1.001.00 1.00 2.63 1,030.3 1,105.0 1.41 180.01.00 83.31.00 <br />1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 6.0 ft 1 0.645 0.320 1.25 1.300 1.001.00 1.00 2.28 891.6 1,381.3 1.22 225.01.00 72.11.00 <br />1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 6.0 ft 1 0.161 0.080 1.60 1.300 1.001.00 1.00 0.73 285.3 1,768.0 0.39 288.01.00 23.11.00 <br />.