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Stesl Beam Fde=P:�20131'1�279(PF�2�Ii�fUSGuci4nalysis113779ht�fl,6c6 <br /> - : _... :��I�._��� ._'. 19&3;?Ot3;Buik:fi=13.�.31,Ver6:13,5.31 <br /> �.�i. � <br /> Description Existing Mezzanine Landing 12�c14 <br /> CODE REFERENCES <br /> Calculations per AISC 360-05, IBC 2009,CBC 2010,ASCE 7-05 <br /> Load Combination Set:ASCE 7-05 <br /> Material Properties <br /> Analysis Method Allowable Strength Design Fy•Steel Yield 36 0 ksi <br /> Beam Bracing• Completely Unbraced E.Modulus. 2'9,000.0 ksi <br /> Bending Axis� Major Axis Bending <br /> Load Combination ASCE 7-05 <br /> � - - - - <br /> D(1.22)L(2 32) <br /> ; D005 L01 <br /> i <br /> I <br /> �, ;����:����r .. :����,�e �.�.. <br /> �_�. ��. <br /> � � <br /> i <br /> Span=5.0 ft I <br /> W12x14 ! <br /> AppIICd L08dS __ _ Service loads entered. Load Factors will be applied for calculations. I <br /> Beam self weiqht calculated and added to loads <br /> Load(s)for Span Number 1 <br /> Point Load. D=1.220, L=2.320 k(a�5.0 ft <br /> Uniform Load D=0.050, L=010 k/ft, Tributary Width=1.0 ft <br /> DESIGN SUMMARY �_ � � <br /> ( Maximum Bending Stress Ratio = 0.718: 1 Maximum Shear Stress Ratio= 0.127 : 1 ' <br /> �I Section used for this span W12x14 Section used for this span W12x14 I <br /> Ma Applied 19.752 k-ft Va:Applied 4.361 k <br /> � Mn/Omega Allowable 27 495 k-ft Vn/Omega•Ailowable 34.272 k <br /> Load Combination +D+L+H Load Combination +p+�+}� <br /> I Location of maximum on span O.00Oft Location of maximum on span 0.000 ft ' <br /> Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 ' <br /> Maximum Deflection � <br /> iMax Downward L+Lr+S Deflection 0 070 in Ratio= 1,714 il <br /> Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 <br /> j Max Downward Total Deflection 0.107 in Ratio= 1117 I <br /> Max Upward Total Deflection 0 000 in Ratio= 0 <180 <br /> Maximum Forces&Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values <br /> Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega <br /> D Only <br /> Dsgn.L= 5.00 ft 1 0251 0.045 -6.90 6.90 45.92 27.50 1.00 1.00 1.54 51 41 34.27 <br /> +D+��+i <br /> Dsgn.L= 5.00 ft 1 0.718 0.127 -19.75 19.75 45.92 27.50 1.00 1.00 4.36 51 41 34.27 <br /> +D+Lr+H <br /> Dsgn.L= 5.00 ft 1 0.251 0.045 -6.90 6.90 45.92 27.50 1.00 1.OG 1.54 51 41 34.27 <br /> +D+S+H <br /> Dsgn.L= 5.00 ft 1 0.251 �.045 -6.90 6.90 45.92 27.50 1.00 1.00 1.54 51 41 34.27 <br /> +D+0.750LriU.750L++i <br /> Dsgn.L= 5.00 ft 1 0.602 0.107 -16.54 16.54 45.92 27.50 1.00 1.00 3.66 51 41 34.27 <br /> +DiU.750L+9.750S+H <br /> Dsgn.L= 5.00 ft 1 0.602 0.107 -16.54 16.54 45.92 27.50 1.00 1.00 3.66 51 41 34.27 <br /> +p+W+{i <br /> Dsgn.L= 5.00 ft 1 0.251 0.045 -6.90 6.90 45.92 27.50 1.00 1.00 1.54 51 41 34.27 <br /> +D+0.70E+H <br /> Dsgn.L= 5.00 ft 1 0.251 0.045 -6.90 6.90 45.92 27.50 1.00 1.00 1.54 51 41 34.27 <br /> +D+0.750Lr�0.750L�0.750W+H <br /> Dsgn.L= 5.00 ft 1 0.602 0.107 -16.54 16.54 45.92 27.50 1.00 1.00 3.66 51 41 34.27 <br /> +D+0.750L�.750Si0.750W+H <br /> Dsgn.L= 5.00 ft 1 0.602 0.107 -16.54 16.54 45.92 27.50 1.00 1.00 3.66 51 41 34.27 <br /> aD�U.750Lr�0.750L+0.5250E+H <br /> Dsgn.L= 5.00 ft 1 0.602 0.107 -16.54 16.54 45.92 27.50 1.00 1.00 3.66 51 41 34.27 <br />