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Wood Beam <br />Affinity Design GroupLic. # : KW-06011953 <br />DESCRIPTION:Ridge Board <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, 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 />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 :ASCE 7-16 <br />. Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loads <br />Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 8.670 ft, (Distributed Roof Loads) <br />. DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.379: 1 <br />Load Combination +D+Lr+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.000 ft <br />54.09 psi= <br />= <br />1,350.00 psi <br />2x8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr+H <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 2x8 <br />Maximum Shear Stress Ratio 0.240 : 1 <br />3.401 ft= <br />= <br />511.02 psi <br />Maximum Deflection <br />0 <240 <br />2256 <br />Ratio =0 <120 <br />Max Downward Transient Deflection 0.013 in 3641 Ratio =>=240 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.021 in Ratio =>=120 <br />Max Upward Total Deflection 0.000 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <br />. Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C i C L C C C C F/V m r t d <br />Shear ValuesMax Stress Ratios <br />M CV fb M fv F'b V F'vSegment Length <br />+D+H 0.00 0.00 0.000.00 <br />1.00Length = 4.0 ft 1 0.200 0.127 0.90 1.200 1.00 1.00 1.00 0.21 194.32 972.00 0.15 162.001.00 20.57 <br />1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 4.0 ft 1 0.180 0.114 1.00 1.200 1.00 1.00 1.00 0.21 194.32 1080.00 0.15 180.001.00 20.57 <br />1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 4.0 ft 1 0.379 0.240 1.25 1.200 1.00 1.00 1.00 0.56 511.02 1350.00 0.39 225.001.00 54.09 <br />1.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 4.0 ft 1 0.156 0.099 1.15 1.200 1.00 1.00 1.00 0.21 194.32 1242.00 0.15 207.001.00 20.57 <br />1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 4.0 ft 1 0.320 0.203 1.25 1.200 1.00 1.00 1.00 0.47 431.85 1350.00 0.33 225.001.00 45.71 <br />1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 4.0 ft 1 0.156 0.099 1.15 1.200 1.00 1.00 1.00 0.21 194.32 1242.00 0.15 207.001.00 20.57 <br />1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />Raymar Street - Santa Ana Page 4 of 116 <br />1306 W Raymar St <br />11/14/22