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Wood Beam <br />Affinity Design GroupLic. # : KW-06011953 <br />DESCRIPTION:Patio Hip Beam <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 />Select Structural <br />1,500.0 <br />1,500.0 <br />1,700.0 <br />625.0 <br />1,900.0 <br />690.0 <br />180.0 <br />1,000.0 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 />. DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.627: 1 <br />Load Combination +D+Lr+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.927 ft <br />75.08 psi= <br />= <br />2,437.50 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+Lr+H <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 4x8 <br />Maximum Shear Stress Ratio 0.334 : 1 <br />0.000 ft= <br />= <br />1,527.75 psi <br />Maximum Deflection <br />0 <240 <br />261 <br />Ratio =0 <120 <br />Max Downward Transient Deflection 0.413 in 407 Ratio =>=240 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.641 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 = 14.0 ft 1 0.310 0.163 0.90 1.300 1.00 1.00 1.00 1.39 543.66 1755.00 0.45 162.001.00 26.42 <br />1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 14.0 ft 1 0.279 0.147 1.00 1.300 1.00 1.00 1.00 1.39 543.66 1950.00 0.45 180.001.00 26.42 <br />1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 14.0 ft 1 0.627 0.334 1.25 1.300 1.00 1.00 1.00 3.90 1,527.75 2437.50 1.27 225.001.00 75.08 <br />1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 14.0 ft 1 0.242 0.128 1.15 1.300 1.00 1.00 1.00 1.39 543.66 2242.50 0.45 207.001.00 26.42 <br />1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 14.0 ft 1 0.526 0.280 1.25 1.300 1.00 1.00 1.00 3.27 1,281.72 2437.50 1.06 225.001.00 62.92 <br />1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 14.0 ft 1 0.242 0.128 1.15 1.300 1.00 1.00 1.00 1.39 543.66 2242.50 0.45 207.001.00 26.42 <br />1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 14.0 ft 1 0.174 0.092 1.60 1.300 1.00 1.00 1.00 1.39 543.66 3120.00 0.45 288.001.00 26.42 <br />Raymar Street - Santa Ana Page 39 of 116 <br />1306 W Raymar St <br />11/14/22