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Job:Better Buzz - Pole Mounted Clearance Bar Pg. 4 <br />1465 E Vista Way, Suite A, Vista, CA 92084 <br />By inspection, Case - A governs for horiz. pole & clearance bar wind forces. <br />USE ASD Load Combination 4 : 1.0D + 0.6W <br />Sign dead load, D =219 Lb =0.219 Kip <br />Horiz. Pole & Clearance Bar DL =93 Lb =0.093 Kip <br />Distance from geometric center of horiz. Pole & bar to pole base, d1 =45.60 in. <br />Dead load moment = D * d1 = My =4.224 Kip- in <br />Wind load = 0.6 * F =123 Lb =0.123 Kip <br />Wind load moment = Mx = 0.6Mw =960 Ft - Lb =11.52 Kip- in <br />0.6 x Torsion =255 Ft - Lb =3.06 Kip- in <br />Try : HSS 4 x 4 x 1/4 STEEL SQUARE HSS, A500 Gr. B Fy = 46 Ksi Fu = 58 Ksi <br />Geometric properties : <br />Wt = 12.21 plf h = 3.30 I = 7.8 <br />A = 3.37 in^2 b = 3.30 Z = 4.69 in^3 <br />Nom. t = 0.250 in. b / t = 14.2 S = 3.9 <br />Design t = 0.233 h / t = 14.2 r = 1.52 <br />C = 6.56 <br />Check bending : <br />Check flange compactness :Limiting b / t ≤ 1.12 √ E / Fy =28.1 >14.2 <br />Check flange slenderness :Limiting b / t ≤ 1.4 √ E / Fy =35.2 >14.2 <br />Therefore flange is non-compact <br />Check web compactness :Limiting b / t ≤ 2.42 √ E / Fy =60.8 >14.2 <br />Therefore web is compact <br />For compact web and flanges : <br />Mp = Fy Zx = 46 x 4.69 =215.74 kip-in = Mn <br />Available flexural strength = Mn/Ωb Ωb =1.67 <br />Available flexural strength = 129.19 kip-in <br />Moment demand , My =4.22 kip-in <129.2 kip-in (Ok <br />Moment demand , Mx =11.5 kip-in <129.2 kip-in (Ok <br />Check Torsion capacity: Tn = Fcr C <br />Limiting h / t ≤ 2.45 √ E / Fy =61.5 <br />Limiting h / t ≤ 3.07 √ E / Fy =77.1 <br />When h / t ≤ 2.45 √ E / Fy : Fcr = 0.6 Fy =27.6 <br />When 2.45 √ E / Fy < h / t ≤ 3.07 √ E / Fy : Fcr = 0.6 Fy [ 2.45 √ E / Fy ] / ( h / t ) =119.6 <br />When 3.07 √ E / Fy < h / t ≤ 260 : Fcr = 0.458 π2E / ( h/t )2 =650.11 <br />Tn =181 ΩT =1.67 Tc = Tn / ΩT =108 kip - in. <br />Tr =3.06 < 108 kip - in. ( Ok ) <br />Tr / Tc = 0.028 < 0.20 <br />Check Axial Load capacity: <br />Required Axial Strength, Pr =0.219 kip <br />K= 2.0 L = 124 in KL/r = 163.2 4.71√(E / Fy) = 118.3 <br />KL/r > 118.3 Therefore Fcr = 0.877Fe Fe = ∏2 E / (KL/r)2 =10.75 Fcr = 9.43 <br />Pn = Fcr Ag =31.78 Pn / Ω =19.03 kips >0.219 kips (Ok <br />Pr / Pc = 0.01 < 0.20 <br />Interaction = Pr / 2Pc + ( Mr / Mc ) ≤ 1.0 =0.13 < 1.0 (Ok) <br />USE : HSS 4 x 4 x 1/4 STEEL SQUARE HSS, A5 Fy = 46 Ksi <br />Design of Pole