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Z wasyseals CALCULATIONS FOR FREESTANDING SIGNS <br /> ' easyseals.com <br /> Hollow Structural Rectangular Tubing in Bending <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 63.4 <br /> Modulus of Elasticity: E= 29000 ksi <br /> Member Properties <br /> Flange: b= 8 in Moment of Inertia: Ix= 72.7 in <br /> Flange Thickness: tf= 1/4" = 0.233" Section Modulus: S= 18.2 in <br /> Web: d = 8 in Deflection Limit: Defl = L/80 <br /> Web Thickness: tw= 1/4" = 0.233" End Supports: Cantilever <br /> Design wind pressure: P= 24.7 psf <br /> Sign area: Al= 150.0 sq ft tributary area for each post(e.g.sign+post) <br /> Eccentricity of applied force: el= 7.5 ft ...distance to area centroid(weighted avg h1,h2) <br /> Unbraced Length: Lc= 7.5 ft <br /> Check for Limiting Width-Thickness Ratios (Compact/Nonco m pact,per Table 134.1) <br /> Flanges Webs <br /> b/t= 32.4 =(b-2*t2)/t1 d/t= 32.4 =(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*d(E/Fy) = 35.2 Flange NonCompact Limit 5.70*d(E/Fy) = 143.1 Web NonCompact Limit <br /> Flanges are noncompact 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 = 836.1 kip-in Mallow= 500.7 kip-in <br /> Check Member Bending <br /> Allowable Moment: Mn= 500.7 kip-in Minimum of Mallow values above <br /> Moment in member: Mmax= P*A1*e1 <br /> Mmax= 333.1 kip-in Mmax< Mn ... OK <br /> Check Member Deflection: <br /> Allowable Deflection: Dauow= 1.12 in L/80 <br /> Deflection in member: Amax= P*(A*e^3)/(3*E*I) <br /> Amax= 0.43 in Amax<Dallow ... OK <br /> Page 4 <br />