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i <br />, � ������S�a� CALCULATIONS FOR FREEST/�NDING SIGNS <br /> earysratsmm <br /> �� Hollow=5_tructural I�ipe in 13ending-- `--- - - - - -- <br /> Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings <br /> Material Properties <br />� Yield Stress,A53 Grd B Steel: Fy= 35 ksi Safety Factor= 1.67 Per Section B3.4 <br /> Modulus of Elasticity: E_� 29000 ksi <br /> Member Properties ANSI 6"Scfiedule 40 steel pipe <br /> Nominal size: 6" diam - Sch 40 <br /> Outside Diameter d= 6.625 in Moment of Inertia: Ix= 28.1 in4 <br /> Wall Thickness t=, 0.28 in Section Modulus: S= 8.50 in3 <br /> Deflection Limit: Defl= L/80 <br /> Design wind pressure: P= 24.7 psf <br /> Sign area 1: A1= 96.3 sq ft ...tributary area 1 for each post(e.g.sign) <br /> Eccentricity of applied force: e1= 6.0 ft ...distance to area 1 centroid <br /> Sign area 2: - A2=� w -.0.0 �- --sq-ft -- ...tributary area 2 for each post(e.g.post) <br /> -- � -- -- _ - — <br /> --_ - - ---- -.. <br /> Eccentricity of applied force: - e2=' � `0:0---`ft� - --::.distance to area 2 centroid <br /> (1):Yielding Limit State <br /> Mn = Fy*S Allowable Moment: Mallow= Mn/1.67 <br /> Mn = 297.4 kip-in Mallow= 178.1 kip-in <br /> Check Member Bending <br /> Moment in member: Mmax= P*(A1*e4+A2*e2-) i I <br /> - -- - - -Mmax= 170.0 kip=in Mmax < Mallow ... OK � <br /> Check Member Deflection: _-- =� - - <br /> -- ---- --- Allowable Deflection:- 0-- 0:89 in-- �/so � <br /> ai�oW= _ <br /> Deflection-in member:— -�max==P*(A1*e1^3+A2*e2^3)/(3*E*I) <br /> �max= 0.35 in �max < �allow ... OK <br /> - -_--=_ _-_-_--- - ., . _ - -... - .- I <br /> - ----- -_-- ---_--- _ -- -� _ - - - _ - - - <br /> -_ _-_-.,_- -,-.r:-: -=- ---- _-_ - --- - - -- <br /> - -- - - -- - - -- - - -- <br /> ----- ---- - - - �-- - - <br /> - - - - --- ---- - --- --- �- - - -- <br /> - - ----- - - - , - <br /> -- - � <br /> - - _ _- -- - -- - - - � <br /> --- - - Pag I 4 <br />