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Wood Beam <br />LIC# : KW-06017211, Build:20.24.06.04 CROSS ENGINEERING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:PC-3: Mech screen brace support beam (C&C Loading) <br />CROSS ENGINEERING <br />Consulting Structural Engineers <br />3198-G Airport Loop Drive <br />Costa Mesa, CA 92626 <br />(714)-556-5475 <br />Project File: 24-101-AL-SA.ec6 <br />Project Title:Assistance League of SA <br />Engineer:KDC <br />Project ID:24-101 <br />Project Descr:Mechanical units+ Screen <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />575.0 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 :IBC 2021 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 1.0 ft, (roof) <br />Point Load : W = 1.281 k @ 4.0 ft, (Screen Brace) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.324: 1 <br />Load Combination +D+0.60W <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.991 ft <br />27.02 psi= <br />= <br />1,872.00 psi <br />4x8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+0.60W <br />= <br />= <br />= <br />288.00 psi== <br />Section used for this span 4x8 <br />Maximum Shear Stress Ratio 0.094 : 1 <br />6.964 ft= <br />= <br />606.82 psi <br />Maximum Deflection <br />0 <br /><360 <br />1237 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.111 in <br />813 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.073 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : W Only <br />n/a <br />Span: 1 : +D+0.60W <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 = 7.542 ft 1 0.041 0.018 0.90 1.300 1.001.00 1.00 0.11 43.1 1,053.0 0.05 162.01.00 2.91.00 <br />1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.542 ft 1 0.068 0.030 1.25 1.300 1.001.00 1.00 0.25 98.8 1,462.5 0.11 225.01.00 6.71.00 <br />1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.542 ft 1 0.058 0.026 1.25 1.300 1.001.00 1.00 0.22 84.9 1,462.5 0.10 225.01.00 5.81.00 <br />1.00+D+0.60W 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.542 ft 1 0.324 0.094 1.60 1.300 1.001.00 1.00 1.55 606.8 1,872.0 0.46 288.01.00 27.01.00 <br />1.00+D+0.750Lr+0.450W 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1031 W 1st St - <br />101119950 & 4013927010/18/2024