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Wood Beam <br />Affinity Design GroupLic. # : KW-06011953 <br />DESCRIPTION:BM-3 (TJI Support) <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set : ASCE 7-10 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />iLevel Truss Joist <br />Parallam PSL 2.2E <br />2,900.0 <br />2,900.0 <br />2,900.0 <br />750.0 <br />2,200.0 <br />1,118.19 <br />290.0 <br />2,025.0 45.070 <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 7-10 <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 = 0.120, L = 0.040 ksf, Tributary Width = 10.420 ft, (Distributed Floor Loads) <br />. DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.714: 1 <br />Load Combination +D+L+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.585 ft <br />191.15 psi= <br />= <br />2,900.00 psi <br />4x14Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L+H <br />= <br />= <br />= <br />290.00 psi== <br />Section used for this span 4x14 <br />Maximum Shear Stress Ratio 0.659 : 1 <br />8.099 ft= <br />= <br />2,071.26 psi <br />Maximum Deflection <br />0 <360 <br />610 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.045 in 2462 Ratio =>=360 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.180 in Ratio =>=180 <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 = 9.170 ft 1 0.597 0.551 0.90 1.000 1.00 1.00 1.00 13.30 1,557.91 2610.00 4.44 261.001.00 143.77 <br />1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 9.170 ft 1 0.714 0.659 1.00 1.000 1.00 1.00 1.00 17.68 2,071.26 2900.00 5.91 290.001.00 191.15 <br />1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 9.170 ft 1 0.430 0.397 1.25 1.000 1.00 1.00 1.00 13.30 1,557.91 3625.00 4.44 362.501.00 143.77 <br />1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 9.170 ft 1 0.467 0.431 1.15 1.000 1.00 1.00 1.00 13.30 1,557.91 3335.00 4.44 333.501.00 143.77 <br />1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 9.170 ft 1 0.536 0.495 1.25 1.000 1.00 1.00 1.00 16.58 1,942.92 3625.00 5.54 362.501.00 179.30 <br />1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 9.170 ft 1 0.583 0.538 1.15 1.000 1.00 1.00 1.00 16.58 1,942.92 3335.00 5.54 333.501.00 179.30 <br />1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />Raymar Street - Santa Ana Page 27 of 116 <br />1306 W Raymar St <br />11/14/22