The given frame is unbraced and bending is about the x-axis of each member. The axial dead load supported by column AB is 155 kips (includes self-weight), and the axial live load is 460 kips. Fy = 50 ksi. First, determine Kx for member AB using LRFD and ASD. Calculate the stiffness reduction factors (if applicable) in order to determine your Kx. You can either the AISC Table 4-13 or the AISC equations C2-2a and C2-2b to determine the stiffness reduction factors (τb). Next, determine if the column AB is adequate for the service loads listed. Check it with both ASD and LRFD. Assume that the frame is braced in the weak axis direction (i.e. in and out of the page). Do not worry about local buckling. You can use either the manual calculations (AISC E3-2 or E33), Table 4-1a or Table 4-14 to determine the strength of the columns, but show all work, including iterations off of the AISC design aid tables (if used). Don’t forget to check against both axes.
The given frame is unbraced and bending is about the x-axis of each member. The axial dead load supported by column AB is 155 kips (includes self-weight), and the axial live load is 460 kips. Fy = 50 ksi. First, determine Kx for member AB using LRFD and ASD. Calculate the stiffness reduction factors (if applicable) in order to determine your Kx. You can either the AISC Table 4-13 or the AISC equations C2-2a and C2-2b to determine the stiffness reduction factors (τb). Next, determine if the column AB is adequate for the service loads listed. Check it with both ASD and LRFD. Assume that the frame is braced in the weak axis direction (i.e. in and out of the page). Do not worry about local buckling. You can use either the manual calculations (AISC E3-2 or E33), Table 4-1a or Table 4-14 to determine the strength of the columns, but show all work, including iterations off of the AISC design aid tables (if used). Don’t forget to check against both axes.
Trending now
This is a popular solution!
Step by step
Solved in 6 steps with 2 images
