List of Steel Beam Posts- Part 1.

Last Updated on September 13, 2026 by Maged kamel

List of Steel Beam posts-part 1.

Steel beams and types of buckling-List of Steel Beam posts-part-1.

This is the first post of the Steel Beams Posts, which includes:
 1-Definition of steel beams. Sketch showing the different parts of a frame.
 2—Causes of failure for beams. Beams can fail while reaching the plastic Moment or due to one of three causes: LFB (local Flange buckling), LWB (local web buckling, and LTB (lateral-torsional buckling. Detailed descriptions of the three cases are given as sketches and a resource.

Link to the first post: Steel beams and types of buckling.

You can view or download the PDF for Post 1 by clicking the button below.

An easy approach to compact and noncompact sections.

     This is the second post of the Steel Beams posts, which includes:
   1-Definition of a compact section.
  2- The Value of Mp-Fy*Zx.
   3- AISC Table B4.1 for the width-to-section ratio for compression elements,  members subject to bending.

The next slide is one of the slide images included in the post.

 This Link is for post 2: An Easy Approach to Compact and noncompact Sections.

You can view or download the PDF for Post 2 by clicking the button below.

An Easy Introduction to Plastic Theory for Beams.

This is the third post of the Steel Beams posts, which includes an introduction to plastic theory, the stress-strain curve for steel, a review of the allowable stress design ASDM, the definition of a plastic hinge, and an analysis of a rectangular section for any shape.

The next slide is one of the slide images included in the post.

This Link is for Post 3: An Easy Introduction to Plastic Theory for Beams. 

You can view or download the PDF for Post 3 by clicking the button below.

 An Easy Introduction to Plastic Theory for Beams.

The post includes three terms: modulus Sx and how to estimate it. For a rectangular section (b*h), the stress at the upper fiber reaches yield. The section modulus Sx equals My/Fy, where M is the Yielding Moment, and Fy is the yield stress. It is equal to b*d^2/6 for a rectangular section.

The plastic section modulus, Zx, is defined as Mp/Fy, where Mp is the plastic Moment, and Fy is the yield stress. For a Rectangle, Zx equals b*d2/4. The third item is the shape factor, which is Zx/Sx. More details on estimating SZZx and zx values for any shape are provided.

The next slide is one of the slide images included in the two slides that cover the idea: Posts 3a and 3b.

This links to Post 3b: Elastic and plastic section moduli for any shape.

You can view or download the Post 3B PDF by clicking the button below.

Solved problem 4-3  for the elastic and plastic section moduli.

The post includes a solved Example 4-3, quoted from the Structural Engineering Reference Manual.
 
Determine the plastic section modulus and the shape factor for the steel section shown. Assume that the section is compact and adequately braced. To get the shape factor, we determine the elastic section modulus, Sx. Sx can be estimated as equal to Ix/Sx. There are two ways to find Ix.  

Find the plastic axis that divides the T section into equal areas to get Zx. Zx = (At/2)* (y1+Y2). The shape factor equals Zx/Sx. The next slide is one of the slide images included in the post.

This Links to Post 4: solved problem 4-3 for the elastic and plastic section moduli. 

You can view or download the Post 4 PDF by clicking the button below.

A solved problem 5-1 for Sx & Zx-elastic-plastic moduli.

The post includes a solved problem from Prof. WilliamSegui’sui’s book.

 Example 5.1: For the built-up shape shown in Figure 5.6, determine (a) the elastic section modulus S and the Moment My and (b) the plastic section modulus Z and the Moment Mp. Bending is about the x-axis, and the steel is A572 Grade 50.

This problem is similar to the solved problem 4-3 included in the previous post. The only additional step is to multiply Zx by Fy to obtain the plastic Moment.

The next slide is one of the slide images included in the post.

Part (b) Find the plastic section modulus Z and the plastic Moment Mp. Bending is about the x-axis, and the steel is A572 Grade 50.

This is a Link to Post 5: A solved problem 5-1 for Sx & Zx-elastic-plastic moduli. 

You can view or download the Post 5 PDF by clicking the button below; it includes two parts.

 A solved problem 5-2 for Sx&Zx and shape factor. 

 This post is part of the Steel Beams series and features a solved problem from Prof. William T. S. Segui’s book.

Exampl:: .2  Compute theplastic momentt, Mp, for a W10 × 60 of A992 steel—two methods to solve the problem. The first method treats the W section as composed of several plates.

The second method uses Table 1-1 to get the relevant data. The post explains the complete details for finding Sx, Zx, and Plastic moments.

 This Link to Post 6: A solved problem 5-2 for Sx& Zx and shape factor.

You can view or download the Post 6 PDF by clicking the button below.

Practice problem 5-2-2: Find y bar, Zx, and Zy for the unsymmetric section.

This is a newly added post (Post 6A. This is a step-by-step guide for solving practice problem 5-2-2, which includes an unsymmetric section where you must determine the Y-bar from the Flange top to the Cg of the plastic neutral axis. Also find the plastic Moment for a given steel grade, and finally, the plastic section modulus.

This links to Post 6A6a: Practice problem 5-2-2: Find y-bar, Zx, and Zy.

You can view or download the Post 6A PDF by clicking the button below.

Practice Problem 5-2-3: Verify Zx for a given W18x50.

This is a newly added post, post 6B. It is a step-by-step guide for solving practice problem 5-2-3, which includes a W18x50 steel section for which the plastic section modulus Zx must be verified. Two methods are used for verification. This is a Link to Post 6B.

You can view or download the Post 6B PDF by clicking the button below.

Practice problem 6-17-5: Find Sx and ZX for W18x35.

This is a newly added post. It is a step-by-step guide to solving problem 6-7-15, which includes a W18x35 steel section for which you must estimate, manually calculate, and verify the elastic and plastic section moduli using tables. This is a Post Link Link.

You can view or download the Post 6C PDF by clicking the button below.

Practice problem 6-17-11: Find Sx and ZX for WT5x22.50.

This is a newly added post. It is a step-by-step guide to solving problems in the WT5, including the elastic and plastic section moduli, which must be estimated manually and verified using tables. Two methods are used for verification. This is a Post 6D Link.

You can view or download the Post 6D PDF by clicking the button below.

Local buckling parameters for steel beams.

This post is in the Steel Beams Posts series, which includes λp and λr values for compact and noncompact Flange and web sections of the W section. What are the stiffened and unstiffened elements? How do you get the Fcr Value? A more detailed illustration of Local buckling parameters is given. This post discusses Tables B4.1 and B4.1 B.

This links to Post 7: Local buckling parameters for steel beams. 

You can view or download the Post 7 PDF by clicking the button below.

How do we analyze steel beams? Solved problems.

This post is part of the Steel Beams Posts series and includes a solved problem from Prof. William T. S. Segui’s book, Example 5-3. The Beam shown in Figure 5.11 is a W16 × 31 of A992 steel. It supports a reinforced concrete floor slab that provides continuous lateral support of the compression Flange. The service dead load is 450 lb/ ft. 

This load is superimposed on the Beam; it does not include the Beam’s weight. The service live load is 550 lb/ ft. Does the Beam have adequate Moment strength?

 This load is superimposed on the Beam; it does not include the Beam’s weight. The service live load is 550 lb/ ft. Does this Beam have adequate Moment strength?

The second problem is in LLindeburg’sbook. Determine whether the W21x55 Beam of A992 is compact using the given four options to identify the correct one.

This Link to Post 8: How to analyze steel beams? Solved problems.

You can view or download the Post 8 PDF by clicking the button below.

 A solved problem-7-4-1: How do we design a Beam?

  This Beam is in the Steel Beams Posts series, which includes a solved problem from Prof. Charles G. Salmon’s book.

Solved problem: 7-4-1  Select the lightest W or M section to carry a uniformly distributed dead load of 0.2 kip/ft superimposed (i.e., in addition to the Beam weight) and 0.8 kips/ft live load.

The supported span (Fig. 7.4.2) is 20 ft. The compression Flange is fully supported against lateral movement. Use Load and Resistance Factor Design, and select the following steels: A36, A992, and A572 Grade 65.

This is a Link to Post 9: Solved problem-7-4-1, how to design a steel Beam.

You can view or download the Post 9 PDF by clicking the button below.

This post 9A-Solved problem-7-4-1-part 2 is a continuation of the previous post. It explores how we select the lightest W or M section to carry a uniformly distributed dead load of 0.2 kip/ft, superimposed (i.e., in addition to Beam weight), and a 0.8 kip/ft live load when A572 steel with Fy = 65 ksi is used.

You can view or download the Post 9A PDF by clicking the button below.

AISC Practice 5-4-1: Check1-Check compactness for Fy=60 ksi.

This is a newly added post, post 9B. This is a step-by-step guide to solving Practice Problem 5-4-1: Part 1(a). List the noncompact shapes in Part 1 of the Manual (when used as flexural members). State whether they are noncompact because of the Flange, the web, or both.
b. List the shapes in Part 1 of the Manual that are slender. State whether they are slender because of the Flange, the web, or both. Practice problem 5-4-1 is from the Steel Design Handbook.

This is a Post 9B Link.

You can view or download the Post 9B PDF by clicking the button below.

A practice problem 5-5-6: Compute Cp Lr and φb*Mn.

This is a newly added post (Post C). A W12 x 30 of A992 steel has an unbraced length of 10 feet. Using Cb = 1.0, a. Compute Lp and Lr. Use the equations in Chapter F of the AISC Specification. Do not use any of the design aids in the Manual.
b. Compute the flexural design strength, φb*Mn.
c. Compute the allowable flexural strength Mn/Ωb. Practice problem 5-5-6 is from the Steel Design Handbook.

This is a Post 9C Link: 9c-Practice problem 5-5-6-Compute Lp and Lr and φb*Mn.

You can view or download the Post 9C PDF by clicking the button below.

Practice problem 5-5-8: Compute Mn.

This is a newly added post, Post 9D. Practice problem: 5-5-8. A W18 x 71 is used as a Beam with an unbraced length of 9 feet. Use Fy=65 ksi and b = 1, and compute the nominal flexural strength. Compute everything with the equations in Chapter F of the AISC Specification. Practice problem 5-5-8 is from the Steel Design Handbook.

This is a Post 9D Link: 9d-Practice problem 5-5-8-Compute Mn.

You can view or download the Post 9D PDF by clicking the button below.

A step-by-step guide to Lateral-torsional buckling

This post is in the Steel Beams Posts section. This post introduces lateral-torsional buckling of beams, as defined in SSchaum’sbook, Structural Steel Design—Introduction to the Coefficient of Bending CB. 

This links to 10: Step-by-step to lateral-torsional buckling.

You can view or download the Post 10 PDF by clicking the button below.

This is the Link for the second post, List of steel Beam posts- part 2.

Here is the Link to Chapter 8, “Ending Members.”A Beginner’s Guide to the Steel Construction Manual, 14^th ed.

Here is the Link to Chapter 8, “Bending Members.”A Beginner’s Guide to the Steel Construction Manual, 15^th ed.

Here is the Link to Chapter 8, “Bending Members.”A Beginner’sGuide to the Steel Construction Manual, 16^th ed.