List of compression member posts- Part 2.

Last Updated on September 19, 2026 by Maged kamel

List of compression member posts- part 2.

11- Local Buckling: stiffened and unstiffened.

This is the first Post in the Compression Member Posts-part 2, which includes the local Buckling classification of sections. Local Buckling sections are classified as non-slender or slender.

For non-slender elements, we have two factors: one for the Flange and one for the Web. If b Flange / t Flange < a certain ratio λr. The section is non-slender. The ratio, which we have already discussed via tables, is also essential. h web/ t web < λr.

For a particular factor, if the section is non-slender (i.e., λ < λr shown in the Table), the section is slender, and the coefficient is reduced.

There are two coefficients: Qs and Qa. Qs is for the Flange; if λ> 1 1, the ratio is given, while Qa is for the effective Area/ A gross. Non-slender, not exceeding λr, from Table B4.1a,

This links to Post 11: Local Buckling, stiffened and unstiffened.

You can view and download the PDF file for Post 11 by clicking the following Button.

12- Solved problem 5-2 for local Buckling.

This is the 2nd Post in the Compression Member Posts-part 2 series, which includes solved problem 5-2, quoted from Prof. McCormac’s handbook. The given W section is W#12×72, a non-slender section.

a) Using the column critical stress values in Table 4-22 of the Manual, determine the LRFD Design Strength and the ASD allowable Strength for the column shown in Fig. 5.8.

If 50-ksi steel is used. (b) Repeat the problem using Table 4-1 of the Manual. (c) Calculate and, using the equations of AISC Section E3,

This is the Link to Post 12: Solved problem 5-2 for local Buckling.

You can view and download the PDF file for Post 12 by clicking the following Button.

13- A solved problem 5-3 for local Buckling.

This is the 3rd Post in the Compression Member Posts-part 2 series and includes Example 5-3 from Prof. McCormac’s handbook. A square HSS section measuring 18 x 15 x 1/2 inches is used for an 18-ft-long column with simple end supports. The column section is non-slender.

(a) Determine Φc*Pn and Pn/Ωc with the appropriate AISC equations.
(b) Repeat part (a) using Table 4-4 in the AISC Manual. A step-by-step guide is provided.

Link to Post 13: Solved problem 5-3 for local Buckling.

You can view and download the PDF file for Post 13 by clicking the following Button.

  14- Solved problem 6-8 for local Buckling.

This is the 4th Post on the compression member posts- part 2, which includes solved problems 6- 8 from Prof. McCormac’s handbook. Determine the axial compressive Design Strength and the allowable Design Strength of a 24-ft HSS column section.

The base of the column is fixed, while the upper end is assumed to be pinned.

This links to Post 14: Solved problem 6-8 on local Buckling.

You can view and download the PDF file for Post 14 by clicking the following Button.

This is the Link to Post 14a: Problem-6-8 for local Buckling- CM #15 for HSS section.

You can view and download the PDF file for Post 14a by clicking the following Button.

15- A solved problem 6-19-4 for local Buckling.

This is the 6th Post of the Compression Member Posts-part 2, which includes a solved problem 16-19-4 from Charles Salmon’s handbook. Example 6-19-4: Determine the nominal axial compressive Strength φc*Pn for the nonstandard shape of Fig. 6.19.4 for an effective length KL equal to 8 ft. Use Fy = 100 ksi and the AISC LRFD Method.

This is the Link to Post 15: A solved problem 6-19-4 for local Buckling.

You can view and download the PDF file for Post 15 by clicking the following Button.

16-A solved problem 5-10 for local Buckling.

This is the 7th Post of the Compression Member Posts-part 2, which includes a new example 5-10 from the Unified Design of Steel Structures by Louis F. Geshwendener.

In solved problem 5-10. It requires determining the available Strength of a slender-web compression member, section W16x26, acting as a column, with lcy = 5.0 ft.

This Link to Post 16: A solved problem 5-10 for local Buckling.

You can view and download the PDF file for Post 16 by clicking the following Button.

Two more posts have been added.

You can view and download the PDF files for Post 16A and 16B by clicking the two buttons below.

Post 16a – Solved Problem 5-10 with more iterations for the Fcr Value. This is the same Problem 5-10 from Unified Design of Steel Structures by Prof. Louis F. Geshwendener. Determine the available Strength of a slender-web compression member. The steel section is a W16x26 column, 5.0 ft long. The solution is based on CM #14.

Post 6b-Available Strength for slender W section-CM#15. In solved problem 5-10. It is required to determine the available Strength of a slender-web compression member with a W16x26 section, acting as a column, with lcy = 5.0 ft. The solution is based on CM#15, AISC-360-16. I have chosen a height of 6 feet to check our estimate with Table 6-2.

17-Alignment chart part 2.

This is the 10th Post in the Compression Member Posts-part 2 series, which includes the alignment chart and conditions for anti-symmetrical curvature of the unbraced frame.

The Nomograph was based on the assumption of double curvature. We have a bending Moment at one end, but at the other end there is another Moment equal in magnitude, which causes anti-symmetrical curvature.

This links to Post 17: Alignment chart, part 2.

You can view and download the PDF file for Post 17 by clicking the following Button.

18-A Review of portal frames.

This is the 11th Post in the Compression Member Posts series, part 2, which includes how to perform a structural analysis. We give an example: a frame with two hinged supports is subjected to a force on the left side.

You can analyze the frame by dividing it into two parts: the first has antisymmetric loading, and the second has symmetric loading. Because of that loading, the elastic curvature is different.

This links to Post 18: A Review of Portal Frames.

The second Post is Post 18a: Analysis of portal frames with fixed supports at the base.

You can view and download the PDF files for Post 18 and 18A by clicking the Button below.

19-Modification to the alignment chart of the unbraced frame.

This is the 13th Post in the Compression Member Posts-part 2 series, which discusses adjustments to the G equation because the girder end condition does not meet the requirement.

This is the Link to Post 19: Modification to the alignment chart for the unbraced frame.

You can view and download the PDF file for Post 19 by clicking the following Button.

20-Solved problem 4-16 for k factor.

This is the 14th Post in Compression Member Posts, Part 2, which includes our example 4-16 from Prof. Williams’s book, Structural Engineering Reference Manual. A sway frame is an Unbraced or Unstiffened frame. The sway frame shown consists of members with identical I/L values.

Determine the effective length factor for columns. 12 and 34, he has not included any values for the length of girders or the height of columns. We can assume h and L are the same; we need the K Value for columns 12 and 34.

This Link to Post 20: Solved problem 4-16 for K factor. The verification of the K values using the French equation is done in Post 21 in the List of compression posts, Part 3.

You can view and download the PDF file for Post 20 by clicking the following Button.

Here is the List of compression member posts in Part 1.

The following List of compression member posts is Part 3.

For a Beginner’s Guide to the Steel Construction Manual, 14^th ed. Chapter 7 – Concentrically Loaded Compression Members.

For a Beginner’s Guide to the Steel Construction Manual, 15^th ed. Chapter 7 – Concentrically Loaded Compression Members.

For a Beginner’s Guide to the Steel Construction Manual, 16^th ed. Chapter 7 – Concentrically Loaded Compression Members.