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CALCULATIONS FOR FREESTANDING SIGNS <br /> earysealsmm <br /> Hollow Structural Pape in Bending <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 83.4 <br /> Modulus of Elasticity: E= 29000 ksi <br /> End Supports: Cantilever <br /> Member Properties ANSI 3" Schedule 40 steel pipe <br /> Nominal size: 3" diam - Sch 40 <br /> Outside Diameter d = 3.5 in Moment of Inertia: Ix= 3.0 in <br /> Wall Thickness t= 0.216 in Section Modulus: S= 1.72 in <br /> Deflection Limit: Defl= L/80 <br /> Design wind pressure: P= 24.7 psf <br /> Sign area: A1= 38.7 sq ft ...tributary area for each post(e.g.sign+post) <br /> Eccentricity of applied force: e1= 2.6 ft ...distance to area centroid(weighted avg h1,h2) <br /> (1):Yielding Limit State <br /> Mn = Fy*S Allowable Moment: Mallow= Mn/1.67 <br /> Mn = 60.3 kip-in Mallow= 36.1 kip-in <br /> Check Member Bending <br /> Moment in member: Mmax= P*A1*e1 <br /> Mmax= 29.4 kip-in Mmax < Mallow ... ®K <br /> Check Member Deflection: <br /> Allowable Deflection: Aallow= 0.38 in i_/80 <br /> Deflection in member: Amax= P*(A*e^3)/(3*E*I) <br /> Amax= 0.11 in Amax < Aallow ... OK <br /> Page 4 <br />