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� ..o. ' <br /> • �`� ���� ���►� Ci�LCUL/�TIONS FOR FREEST�MDING SIGNS <br /> ' �y'�. <br /> � earysea�5.com <br /> • Hollovv Str�ctur�l ��pe in [3endeng <br /> Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings <br /> Material Properti�s <br /> Yield Stress,A53 Grd B Steel: Fy= 35 ksi Safety Factor= 1.67 PerSection 63.4 <br /> Modulus of Elasticity: E= 29000 ksi <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 in4 <br /> Wall Thickness t= 0.216 in Section Modulus: S= 1.72 in3 <br />' Deflection Limit: Defl = L/80 <br /> Design wind pressure: P= 24.7 psf <br /> Sign area 1: A1= 16.0 sq ft ...tributary area 1 for each post(e.g.sign) <br /> Eccentricity of applied force: e1= 5.0 ft ...distance to area 1 centroid <br /> Sign area 2: A2= 4.5 Sq ft ...tributary area 2 for each post(e.g.post) <br /> Eccentricity of applied force: e2= 1.5 ft ...distance to area 2 centroid <br /> (1):Yielding Lirv�it State <br /> Mn = Fy*S Allowable Moment: Mallow= Mn/1.67 <br /> Mn = 60.3 kip-in Mallow= 36.1 kip-in <br /> Check lelllember Bending <br /> Moment in member: Mmax= P*(A1*e1+A2*e2) <br /> Mmax= 25.7 kip-in Mmax < Mallow ... OK <br /> Check 9Vlember Deflectio�: <br /> Allowable Deflection: �aiioW= 0.75 in �/so <br /> Deflection in member: �max= P*(A1*e1^3+A2*e2^3)/(3*E*I) <br /> �max= 0.33 in Omax < �allow ... OK <br /> Page 4 <br />