Laserfiche WebLink
Ld.. <br />ey -LA- 1 Axial Engineering Group, Inc <br />t.13 7251 Owensmouth Avenue <br />>,*A' Suite 4 <br />'51© p: 818.902.0200 <br />>i f: 818.902.0232i email: info@aeq-inc.net <br />Title : CATALINA Job # 212-013 <br />Engineer: LQ <br />Project Desc.: PROPOSED NEW OFFICE BUILDING <br />Printed· 25 OCT 2012, 1·45PM <br />Wood Beam 1 ENERCALC, INC 1983-2012, Build:6.'12.9.26, Ver:612 9.26 <br />Description : BM#2- Center Beam <br />F-CODE REFERENCES <br />Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 <br />Load Combination Set : 2009 IBC & ASCE 7-05 <br />Material Properties <br />Analysis Method : Allowable Stress Design Fb - Tension 2,400.0 psi E : Modulus of Elasticity <br />Load Combination 2009 IBC & ASCE 7-05 Fb - Compr 2,400.0 psi Ebend- xx 1,800.Oksi <br />Fc - Prll 1,650.0 psi Eminbend - xx 930.Oksi <br />Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi <br />Wood Grade :24F - V8. Fv 265.0 psi Eminbend - yy 830.Oksi <br />Ft 1,100.0 psi Density 32.210 pcf <br />Beam Bracing : Completely Unbraced <br />D(7) Lr(3.2)D(4.9) Lr(2.812.Gnt«5)8816.17) <br />D(0.8) Lr(0.48)1 D(0.8) Lr[0.48) <br />0 0 + <br />SprEo ft lp.B ft <br />· . . Service loads entered. Load Factors will be applied for calculations.1*8pplied boads <br />Beam self weight calculated and added to loads <br />Load for Span Number 1 <br />Uniform Load : D= 0.020, Lr= 0.0120 ksf, Extent = 8.0->> 48.Oft, Tributary Width = 40.0 ft, (Roof) <br />Point Load :D= 4.90, Lr= 2.60 k@ 45.0 ft, (From GT#3) <br />Point Load :D= 7.0, Lr = 3.20 k@ 8.0 ft, (From GT#4 x2) <br />Load for Span Number 2 <br />Uniform Load :D= 0.020, Lr= 0.0120 ksf, Tributary Width = 40.0 ft <br />Point Load :D= 2.370, Lr = 1.560 k-@ 5.0 fl <br />Point Load : D = 11.950, Lr= 6.170 k @ 8.Oft, (F©<N BM #1) <br />IFBES-iGN#!MM4B.Yu----_.i.-ni-_--- ---.--. --- _1 <br />Maximum Bending Stress Ratio =0.935 .1 <br />Section used for this span 6.75x42 <br />fb : Actual = 2,144.94psi <br />FB : Allowable = 2,295.20psi <br />Load Combination +D+Lr+H, LL Comb Run (L*) <br />Location of maximum on span = 21.721 ft <br />Span # where maximum occurs =Span # 1 <br />Maximum Shear Stress Ratio <br />Section used for this span <br />fv : Actual <br />Fv : Allowable <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />94{4 Design Oki,%*Eff;_ <br />= 0.515 : 1 <br />6.75x42 <br />- 170.70 psi <br />- 331.25 psi <br />+D+Lr+H, LL Comb Run (LL) <br />-. 44.514 ft <br />- Span # 1· <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection 0.829 in Ratio =694 <br />Max Upward L+Lr+S Deflection -0.443 in Ratio =432 <br />Max Downward Total Deflection 1.913 in Ratio =301 <br />Max Upward Total Deflection -0.799 in Ratio =240 <br />Maximum Forces & Stresses for Load Combinations, <br />Load Combination Max Stress Ratios ,Moment Values Shear Values <br />Segment Length Span# , M V Cd CFN Ci Cr Cm Ct- CL M fb F'b V fv F'v <br />+D+L+11, LL Comb Run (1) ' 0.00 0.00 0.00 0.00 <br />Length = 48.0 ft 1 0.668 · 0.416 1.00 0.79 1.00 1.00 1.00 1.00 0.86 209.39 1,266.14· 1896:45 20.85 110.33 265.00 <br />Length = 8.0 R 2 0.360 0.416 1.00 0.95 1.00 1.00 1.00 1.00 0.99 135.08 816.81 2268.59 18.22 110.33 265.00