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Wood Beam <br />Affinity Design GroupLic. # : KW-06011953 <br />DESCRIPTION:BM-4 (TJI 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 <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 7-16 <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 = 0.120, L = 0.040 ksf, Tributary Width = 11.920 ft, (Distributed Floor Loads) <br />. DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.609: 1 <br />Load Combination +D+L+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.960 ft <br />177.87 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 0.613 : 1 <br />6.822 ft= <br />= <br />1,765.56 psi <br />Maximum Deflection <br />0 <360 <br />829 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.028 in 3341 Ratio =>=360 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.115 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 = 7.920 ft 1 0.509 0.512 0.90 1.000 1.00 1.00 1.00 11.33 1,327.50 2610.00 4.13 261.001.00 133.74 <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 = 7.920 ft 1 0.609 0.613 1.00 1.000 1.00 1.00 1.00 15.07 1,765.56 2900.00 5.50 290.001.00 177.87 <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 = 7.920 ft 1 0.366 0.369 1.25 1.000 1.00 1.00 1.00 11.33 1,327.50 3625.00 4.13 362.501.00 133.74 <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 = 7.920 ft 1 0.398 0.401 1.15 1.000 1.00 1.00 1.00 11.33 1,327.50 3335.00 4.13 333.501.00 133.74 <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 = 7.920 ft 1 0.457 0.460 1.25 1.000 1.00 1.00 1.00 14.13 1,656.04 3625.00 5.16 362.501.00 166.84 <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 = 7.920 ft 1 0.497 0.500 1.15 1.000 1.00 1.00 1.00 14.13 1,656.04 3335.00 5.16 333.501.00 166.84 <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 29 of 116 <br />1306 W Raymar St <br />11/14/22