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n ���� CALCULATIONS FOR FREESTANDING SIGNS <br /> Q) easysealsmm <br /> Hollow Structural Rectangular Tubing in Sending <br /> Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings <br /> Material Properties <br /> Yield Stress,A500 Grd B Steel: Fy= 46 ksi Safety Factor= 1.67 Per Section B3.4 <br /> Modulus of Elasticity: E= 29000 ksi <br /> Member Properties <br /> Flange: b= 4 in Moment of Inertia: Ix= 4.2 in <br /> Flange Thickness: tf= 1/4" = 0.233" Section Modulus: S= 2.8 in' <br /> Web: d = 3 in Deflection Limit: Defl = L/80 <br /> Web Thickness: tw= 1/4" = 0.233" Support type: Cantilever <br /> Design wind pressure: P= 24.7 psf <br /> Sign area 1: Al= 3.0 sq ft ...tributary area 1 for each post(e.g.sign) <br /> Eccentricity of applied force: el= 10.1 ft ...distance to area 1 centroid <br /> Sign area 2: A2 = 3.4 sq ft ...tributary area 2 for each post(e.g.post) <br /> Eccentricity of applied force: e2= 5.1 ft ...distance to area 2 centroid <br /> Check for Limiting Width-Thickness Ratios (Compact/Noncompact,per Table B4.1) <br /> Flanges Webs <br /> b/t= 15.2 =(b-2*t2)/t1 d/t= 10.9 =(d-2*t1)/t2 <br /> 1.12*v(E/Fy)= 28.1 Flange Compact Limit 2.42*V(E/Fy) = 60.8 Web Compact Limit <br /> 1.40*v(E/Fy) = 35.2 Flange NonCompact Limit 5.70*V(E/Fy)= 143.1 Web NonCompact Limit <br /> Flanges are compact Webs are compact <br /> (1):Yielding Limit State <br /> This criteria applies to all members, compact and noncompact <br /> Mn= Fy*S Mallow= Mn/1.67 <br /> Mn= 128.8 kip-in Mallow= 77.1 kip-in <br /> Check Member Bending <br /> Allowable Moment: Mn= 77.1 kip-in Minimum of Mallow values above <br /> Moment in member: Mmax= P*(A1*el+A2*e2) <br /> Mmax= 14.0 kip-in Mmax< Mn ... OK <br /> Check Member Deflection: <br /> Allowable Deflection: Aaiiow= 1.51 in L/8o <br /> Deflection in member: Amax= P*(A1*el-3+A2*e2^3)/(3*E*I) <br /> Amax= 0.41 in Amax<Aallow ... OK <br /> Page 4 <br />