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Wood Beam <br />Affinity Design GroupLic. # : KW-06011953 <br />DESCRIPTION:BM-1 (Hip Support) <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 Repetitive Member Stress Increase <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.1 & Better <br />1,200.0 <br />1,200.0 <br />1,550.0 <br />625.0 <br />1,800.0 <br />660.0 <br />180.0 <br />800.0 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 />Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 1.330 ft, (Distributed Ceiling Loads) <br />Point Load : D = 0.410, Lr = 0.650 k @ 5.830 ft, (Point Load From Hip) <br />. DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.856: 1 <br />Load Combination +D+Lr+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.844 ft <br />50.52 psi= <br />= <br />2,242.50 psi <br />4x6Section 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 4x6 <br />Maximum Shear Stress Ratio 0.225 : 1 <br />9.878 ft= <br />= <br />1,920.05 psi <br />Maximum Deflection <br />0 <240 <br />245 <br />Ratio =0 <120 <br />Max Downward Transient Deflection 0.290 in 426 Ratio =>=240 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.505 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 = 10.330 ft 1 0.496 0.135 0.90 1.300 1.15 1.00 1.00 1.18 800.82 1614.60 0.28 162.001.00 21.94 <br />1.00+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.330 ft 1 0.512 0.149 1.00 1.300 1.15 1.00 1.00 1.35 919.38 1794.00 0.34 180.001.00 26.82 <br />1.00+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.330 ft 1 0.856 0.225 1.25 1.300 1.15 1.00 1.00 2.82 1,920.05 2242.50 0.65 225.001.00 50.52 <br />1.00+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.330 ft 1 0.388 0.106 1.15 1.300 1.15 1.00 1.00 1.18 800.82 2063.10 0.28 207.001.00 21.94 <br />1.00+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.330 ft 1 0.771 0.209 1.25 1.300 1.15 1.00 1.00 2.54 1,729.16 2242.50 0.60 225.001.00 47.04 <br />1.00+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.330 ft 1 0.431 0.124 1.15 1.300 1.15 1.00 1.00 1.31 889.74 2063.10 0.33 207.001.00 25.60 <br />1.00+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />Raymar Street - Santa Ana Page 23 of 116 <br />1306 W Raymar St <br />11/14/22