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St$'@I�8r1'1 f�e=Rt�oa�t132is�e�� _yrt."n� �nuc�n�ys�,srt�2i��;t-ie�rfia�n.ecs <br /> EN,,', C�.IN�.1983r20,t3�,8u�d�:i3.3�31;v�r:61�,5.31 <br /> �.��. � _ <br /> DesCription: Existing Mezzanine Edge 8eam C8x11.5 <br /> CODE l�EFERENCES <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. :?9,000.0 ksi <br /> Bending Axis Major Axis Bending <br /> Load Combination�4SCE 7-05 <br /> �i D(0 26) L(0.525) D(0.26) L(0.525) � <br /> I ' D 0.125 L 0.25 <br /> _..__--___ ___._ _ .....__ �. _-- --- -..,,,_��_ <br /> - _ .. .,..____��. __ ____ _ _ <br /> ,, , --- -- - -- -- <br /> =d-: �.. .rv�,.�F;�: :.���-y r � .�_ , � ' <br /> '" �e<� :��- :� <br /> i Span = 11.50 ft <br /> I, C8x11.5 � <br /> _Appll2d L08dS _ _ __ Service loads entered. Load Factors will be applied for calculations. <br /> Beam self weiqht calculated and added to loads <br /> Uniform Load. D=01250, L=0.250 k/ft, Tributary Width=1.0 ft <br /> Point Load• D=0.260, L=0.5250 k(�0.750 ft,(Ladder) <br /> Point Load. D=0.260, L=0.5250 k(�3.0 ft,(Ladder) <br /> _DESIGN SUMMARY � _ � � <br /> I Maximum Bending Stress Ratio = 0.800 1 Maximum Shear Stress Ratio= 0.155 : 1 <br /> � Section used for this span C8x11.5 Section used for this span CSx11.5 l <br /> Ma:Applied 7.946 k-ft Va•Applied 3.536 k <br /> Mn/Omega�Aliowable 9.933 k-ft VNOmega.Allowable 22.764 k <br /> Load Combination +D+L+H Load Combination +D+L+H <br /> Location of maximum on span 5.060ft Location of maximum on span 0.000 ft � <br /> Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 ' <br /> I Maximum Deflection <br /> � Max Downward L+Lr+S Deflection 0.133 in Ratio= 1,035 <br /> , Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 <br /> I Max Downward Total Deflection 0.205 in Ratio= 675 <br /> I 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 Mnx/Omega Cb Rm Va Max Vnx VnxlOmega <br /> D Only <br /> Dsgn.L= 11.50 ft 1 0.279 0.054 2.77 2.77 16.59 9.93 1 12 1.00 1.22 38.02 22.76 <br /> +flii+H <br /> Dsgn.L= 11.50 ft 1 0.800 0.155 7.95 7.95 16.59 9.93 1 12 1.00� 3.54 38.02 2276 <br /> +D+Lr+H <br /> Dsgn.L= 11.50 ft 1 0.279 0.054 2.77 2.77 16.59 9.93 1 12 1.00 1.22 38.02 22.76 <br /> +D+S+H <br /> Dsgn.L= 11.50 ft 1 0.279 0.054 2.77 2.77 16.59 9.93 1 12 1.00 1.22 38.02 22.76 <br /> +D�0.750Lr+0750L+H <br /> Dsgn.L= 11.50 ft 1 0.670 0.130 6.65 6.65 16.59 9.93 1 12 1.00 2.96 38.02 22.76 <br /> +D�0.750L+0.750S+H <br /> Dsgn.L= 11.50 ft 1 0.670 0.130 6.65 6.65 16.59 9.93 1 12 1.00 2.96 38.02 22.76 <br /> +p+W+�-� <br /> Dsgn.L= 11.50 ft 1 0.279 0.054 2.77 2.77 16.59 9.93 1 12 1.00 1.22 38.02 22.76 <br /> +D+0.70E+H <br /> Dsgn.L= 11.50 ft 1 0.279 0.054 2.77 2.77 16.59 9.93 1 12 1.00 1.22 38.02 22.76 <br /> +D�+4.750Lr�U.750L�0.750W+H <br /> Dsgn.L= 11.50 ft 1 0.670 0.130 6.65 6.65 16.59 9.93 1 12 1.00 2.96 38.02 22.76 <br /> +D+0.750L+0.750S+0.750W+H <br /> Dsgn.L= 11.50 ft 1 0.670 0.130 6.65 6.65 16.59 9.93 1 12 1.00 2.96 38.02 22.76 <br /> +D�0.750Lr+0.750L�0.5250E+H <br /> Dsgn.L= 11.50 ft 1 0.670 0.130 6.65 6.65 16.59 9.93 1 12 1.00 2.96 38.02 22.76 <br />