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Wood Beam <br />Affinity Design GroupLic. # : KW-06011953 <br />DESCRIPTION:BM-5 (E-W PSL Supporting 2nd Floor & Hold Downs) <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 = 0.0120, Lr = 0.020 ksf, Tributary Width = 5.170 ft, (Distributed Roof Loads) <br />Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 5.830 ft, (Distributed Ceiling Loads) <br />Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.330 ft, (Distributed Floor Loads) <br />Moment : E = 9.972 k-ft, Location = 16.170 ft from left end of this span, (Seismic Reaction) <br />Uniform Load : D = 0.090 k/ft, Extent = 0.0 -->> 19.0 ft, Tributary Width = 1.0 ft, (Wall Dead Load) <br />. DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.864: 1 <br />Load Combination +D+L+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 11.785 ft <br />111.76 psi= <br />= <br />2,900.00 psi <br />3.50 X 14.0Section 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 3.50 X 14.0 <br />Maximum Shear Stress Ratio 0.385 : 1 <br />0.000 ft= <br />= <br />2,506.44 psi <br />Maximum Deflection <br />1401 >=240 <br />178 <br />Ratio =0 <120 <br />Max Downward Transient Deflection 0.469 in 611 Ratio =>=240 <br />Max Upward Transient Deflection -0.205 in Ratio = <br />Max Downward Total Deflection 1.609 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 = 23.920 ft 1 0.640 0.287 0.90 1.000 1.00 1.00 1.00 15.91 1,669.63 2610.00 2.44 261.001.00 74.82 <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 = 23.920 ft 1 0.864 0.385 1.00 1.000 1.00 1.00 1.00 23.88 2,506.44 2900.00 3.65 290.001.00 111.76 <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 = 23.920 ft 1 0.675 0.301 1.25 1.000 1.00 1.00 1.00 23.30 2,445.65 3625.00 3.56 362.501.00 109.08 <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 = 23.920 ft 1 0.501 0.224 1.15 1.000 1.00 1.00 1.00 15.91 1,669.63 3335.00 2.44 333.501.00 74.82 <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 />Raymar Street - Santa Ana Page 31 of 116 <br />1306 W Raymar St <br />11/14/22