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Wood Beam <br />LIC# : KW-06019339, Build:20.25.11.18 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: ARAPAHO DR 1132.ec6 <br />Referenced Design Standard(s) : NDS 2024* <br />Load Combination Set : ASCE 7-16 <br />Code References <br />Governing Code : IBC 2021 <br />*User-selected, not referenced by : IBC 2021 <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 />2x10 <br />Span = 12.0 ft <br />2x10 <br />Span = 1.0 ft <br />1 2 3 <br /> L(0.2) <br />D(0.0270) L(0.0270) <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 />Load for Span Number 1 <br />Point Load : L = 0.20 k @ 6.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio Maximum Shear Stress Ratio <br />2x10 <br />0.232 <br />Section used for this span2x10 <br />: 10.815 =: 1 <br />Load Combination <br />+D+L+H, LL Comb Run (L*)+D+L+H, LL Comb Run (LL) <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.966 ft <br />41.78 psi= <br />1,075.25 psi <br />Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination <br />= <br />= <br />= <br />180.00 psi== <br />11.263 ft= <br />= <br />876.22 psi <br />Maximum Deflection <br />676 <br />>=360 <br />452 <br />Ratio =292 >=240 <br />Max Downward Transient Deflection 0.213 in <br />440 <br />Ratio =>=360 <br />Max Upward Transient Deflection -0.054 in Ratio = <br />Max Downward Total Deflection 0.318 in Ratio =>=240 <br />Max Upward Total Deflection -0.082 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : 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 />NDS2018 NDS2018 <br />.Maximum Forces & Stresses for Load Combinations <br />Span #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 />Length = 12.0 ft 1 0.278 0.096 0.90 1.100 1.151.00 1.00 0.48 268.9 967.7 0.14 162.015.5 <br />Length = 1.0 ft 2 0.008 0.004 0.90 1.100 1.151.00 1.00 0.01 7.6 967.7 0.01 162.00.7 <br />+D+L+H, LL Comb Run (*L)0.00.0