- A Steel Column Has Unbraced Length Of 25 Feet And End Conditions As Shown In Fig 1 A The Applied Axial Loads Are Dea 1 (95.81 KiB) Viewed 31 times
A steel column has unbraced length of 25 feet and end conditionsas 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 ASTMA992 (Fy = 50 ksi, E = 29,000 ksi) for this column and assumingideal end conditions are approximated. Using the data provided inTable 1 below: (i) Compute the Slenderness Ratio for the column forthe given conditions. (ii) Determine the column classificationbased on the following AISC criteria
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=350kips and live load PL=500kips. 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 FeFy≥2.25) (iii) Calculate the column critical load Fcr based on its classification (iv) Calculate the column strength ∅cPn and determine if it is safe support the applied ultimate loads. Table 1