1 A A Steel Column Has Unbraced Length Of 25 Feet And End Conditions As Shown In Fig 1 A The Applied Axial Loads Ar 1 (38.79 KiB) Viewed 38 times
1 A A Steel Column Has Unbraced Length Of 25 Feet And End Conditions As Shown In Fig 1 A The Applied Axial Loads Ar 2 (8.57 KiB) Viewed 38 times
1 A A Steel Column Has Unbraced Length Of 25 Feet And End Conditions As Shown In Fig 1 A The Applied Axial Loads Ar 3 (8.57 KiB) Viewed 38 times
1 a) A steel column has unbraced length of 25 feet and end conditions as shown in Fig. 1 (a). The applied axial loads are: dead load PD=350 kips and live load PL=500 kips. Using a W14 x 132 section ASTM A992 ( Fy=50ksi,E=29,000ksi ) for this column and assuming ideal end conditions are approximated. Using the data provided in Table 1 below: (i) Compute the Slenderness Ratio for the column for the given conditions. (ii) Determine the column classification based on the following AISC criteria. (A) Short/intermediate (inelastic buckling) rKL≤4.71FyE( or FeFy≤2.25) (B) Long Columns (Elastic Buckling) rKL>4.71FyE( or FsFF≥2.25) (iii) Calculate the column critical load Fcr based on its classification (iv) Calculate the column strength ϕcPn and determine if it is safe support the applied ultimate loads. 20 marks Table 1
FIG. I (a) - Steel Column (unbraced)
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