Laserfiche WebLink
Wood Beam <br />LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RBM1 <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 <br />Allowable Stress Design <br />DF/DF <br />26F-V2 <br />2,600.0 <br />2,600.0 <br />1,850.0 <br />650.0 <br />2,000.0 <br />1,060.0 <br />265.0 <br />1,350.0 31.210 <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 />1,800.0 ksi <br />950.0 ksi <br />Ebend- yy <br />Eminbend - yy <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 = 0.180, L = 0.180 k/ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.600: 1 <br />Load Combination +D+L+H, LL Comb Run (L*) <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 9.696 ft <br />88.22 psi= <br />= <br />2,600.00 psi <br />3.5x15Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L+H, LL Comb Run (LL) <br />= <br />= <br />= <br />265.00 psi== <br />Section used for this span 3.5x15 <br />Maximum Shear Stress Ratio 0.333 : 1 <br />18.302 ft= <br />= <br />1,560.32 psi <br />Maximum Deflection <br />490 >=360 <br />391 <br />Ratio =246 >=240 <br />Max Downward Transient Deflection 0.300 in 779Ratio =>=360 <br />Max Upward Transient Deflection -0.049 in Ratio = <br />Max Downward Total Deflection 0.598 in Ratio =>=240 <br />Max Upward Total Deflection -0.097 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 2 : L Only, LL Comb Run (*L) <br />Span: 2 : L Only, LL Comb Run (L*) <br />Span: 1 : +D+L+H, LL Comb Run (L*) <br />Span: 2 : +D+L+H, LL Comb Run (L*) <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C iCLx CCCMCV 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 = 19.50 ft 1 0.333 0.185 0.90 1.000 1.001.00 1.00 8.51 778.1 2,340.0 1.54 238.51.00 44.11.00 <br />1.00Length = 1.0 ft 2 0.004 0.185 0.90 1.000 1.001.00 1.00 0.09 8.2 2,340.0 0.18 238.51.00 44.11.00 <br />1.00+D+L+H, LL Comb Run (*L)1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 19.50 ft 1 0.298 0.167 1.00 1.000 1.001.00 1.00 8.47 774.0 2,600.0 1.55 265.01.00 44.21.00 <br />1.00Length = 1.0 ft 2 0.006 0.167 1.00 1.000 1.001.00 1.00 0.18 16.5 2,600.0 0.36 265.01.00 44.21.00 <br />1.00+D+L+H, LL Comb Run (L*)1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 19.50 ft 1 0.600 0.332 1.00 1.000 1.001.00 1.00 17.07 1,560.3 2,600.0 3.08 265.01.00 88.11.00 <br />1.00Length = 1.0 ft 2 0.003 0.332 1.00 1.000 1.001.00 1.00 0.09 8.2 2,600.0 0.18 265.01.00 88.11.00 <br />1022 S Hickory St <br />1/9/2025