Laserfiche WebLink
Wood Beam <br />LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RR1 <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 = 0.0270, L = 0.0270 k/ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.282: 1 <br />Load Combination +D+L+H, LL Comb Run (L*) <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.475 ft <br />22.19 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, LL Comb Run (LL) <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 2x10 <br />Maximum Shear Stress Ratio 0.123 : 1 <br />8.246 ft= <br />= <br />302.95 psi <br />Maximum Deflection <br />2010 >=360 <br />1618 <br />Ratio =1032 >=240 <br />Max Downward Transient Deflection 0.034 in 3188Ratio =>=360 <br />Max Upward Transient Deflection -0.012 in Ratio = <br />Max Downward Total Deflection 0.067 in Ratio =>=240 <br />Max Upward Total Deflection -0.023 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 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 0.155 0.068 0.90 1.100 1.151.00 1.00 0.27 149.6 967.7 0.10 162.01.00 11.11.00 <br />1.00Length = 1.0 ft 2 0.008 0.068 0.90 1.100 1.151.00 1.00 0.01 7.6 967.7 0.01 162.01.00 11.11.00 <br />1.00+D+L+H, LL Comb Run (*L)1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.136 0.063 1.00 1.100 1.151.00 1.00 0.26 145.9 1,075.3 0.10 180.01.00 11.31.00 <br />1.00Length = 1.0 ft 2 0.014 0.063 1.00 1.100 1.151.00 1.00 0.03 15.1 1,075.3 0.01 180.01.00 11.31.00 <br />1.00+D+L+H, LL Comb Run (L*)1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.282 0.122 1.00 1.100 1.151.00 1.00 0.54 302.9 1,075.3 0.20 180.01.00 22.01.00 <br />1.00Length = 1.0 ft 2 0.007 0.122 1.00 1.100 1.151.00 1.00 0.01 7.6 1,075.3 0.01 180.01.00 22.01.00 <br />1022 S Hickory St <br />1/9/2025