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Wood Beam <br />LIC# : KW-06014612, Build:20.24.08.01 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Guardrail (Wood) <br />Project File: 23-0221-00 (Plan Check #1).ec6 <br />Project Title:Illumination Foundation <br />Engineer: <br />Project ID:23-0221-00 <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) <br />Material Properties <br />Beam Bracing :Completely Unbraced <br />Allowable Stress Design <br />Douglas Fir - Larch <br />No.1 <br />1,000.0 <br />1,000.0 <br />1,500.0 <br />625.0 <br />1,700.0 <br />620.0 <br />180.0 <br />675.0 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 />Ebend- xx ksi <br />Density pcf <br />Load Combination :ASCE 7-22 / IBC 2024 (L<=100psf) <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Load for Span Number 2 <br />Point Load : L = 0.20 k @ 3.50 ft <br />.DESIGN SUMMARY Design N.G. <br />Maximum Bending Stress Ratio 0.784: 1 <br />Load Combination L Only <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.420 ft <br />25.06 psi= <br />= <br />1,500.00 psi <br />4x4Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination L Only <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 4x4 <br />Maximum Shear Stress Ratio 0.139 : 1 <br />0.000 ft= <br />= <br />1,175.51 psi <br />Maximum Deflection <br />0 <br /><360 <br />182 <br />Ratio =954 >=240 <br />Max Downward Transient Deflection 0 in <br />0 <br />Ratio =<360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.458 in Ratio =<240 <br />Max Upward Total Deflection -0.043 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />n/a <br />n/a <br />Span: 2 : L Only <br />Span: 1 : L Only <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 />0.0 0.00 0.00.0 <br />1.00Length = 3.420 ft 1 0.90 1.500 1.001.00 1.00 1,350.0 0.00 162.01.00 0.01.00 <br />1.00Length = 3.50 ft 2 0.90 1.500 1.001.00 1.00 1,350.0 0.00 162.01.00 0.01.00 <br />1.00L Only 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 3.420 ft 1 0.784 0.139 1.00 1.500 1.001.00 1.00 0.70 1,175.5 1,500.0 0.20 180.01.00 25.11.00 <br />1.00Length = 3.50 ft 2 0.784 0.139 1.00 1.500 1.001.00 1.00 0.70 1,175.5 1,500.0 0.20 180.01.00 25.11.00 <br />1.00+0.750L 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 3.420 ft 1 0.470 0.084 1.25 1.500 1.001.00 1.00 0.53 881.6 1,875.0 0.15 225.01.00 18.81.00 <br />1.00Length = 3.50 ft 2 0.470 0.084 1.25 1.500 1.001.00 1.00 0.53 881.6 1,875.0 0.15 225.01.00 18.81.00 <br />. <br />4.3.2 <br />CBC 2022 Table 1604.3: <br />- Length to be taken as 2L for <br />cantilever members <br />- Ratio = 180/2 = 90 <br />- 96 > 90 Therefore,OK <br />914-918 N Bewley <br />St5/8/2025