Steel Columns Design Problem 1 - Design a steel column:

Design a steel W12 column using ASD for a load of 637.5 kips.
The column is 50 feet long with pinned ends (rotation permitted, translation prevented).
The weak axis of the column is laterally braced at midheight.
 
1.
From the steel columns submenu open the compressive strength for flexural buckling of non-slender sections calculation, NSFBCompStrength.aspx.
Input the "Title" of the calculation, the "Designer/Checker" information.
Then from the steel shape section properties submenu open the W section properties table, WShapeTables.pdf.
Starting with a W12 x 136 section, enter the variables click on the "Calculate" button and read the results. The capacity is 614.994 kips which is less than 637.5 kips.










2.
Next, try a W12 x 152 section. Enter the variables click on the "Calculate" button and read the results. The capacity is 701.939 kips which is greater than 637.5 kips.








3.
Next determine KLy. Using rx/ry = 1.77, KLy = 50/1.77 = 28.25.
Try a W12 x 170 section. Enter the variables click on the "Calculate" button and read the results. The capacity is 671.836 kips which is greater than 637.5 kips.








4. Summary
The lightest W12 section is a W12 x 170, with a capacity of 671.836 kips.

 




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