- List of Steel beam Posts-part-3.
- A-Solved problem 2-22 for shear stress.
- Solved problem 10-2 for beam adequacy for shear.
- Solved problem 10-2, how to use table 3-2 for shear. value?
- Deflection of steel beams.
- Part 1/4 Solved problem 9-9-6, how to find LL?
- Part 2/4 for the Solved problem 9-9-6, how to find LL?
- Part 3/4 Solved problem 9-9-6, how to find LL?
- Part 4/4 Solved problem 9-9-6, how to find LL?
- Moment Redistribution For Continuous Steel Beams.
- Introduction to design of continuous beam, problem 4-15.

**List of Steel beam Posts-part-3**.

**A-Solved problem 2-22 for shear stress.**

This is the 21st post of the steel beam posts-part-3, which includes a solved problem from Prof. Fanella’s book. A solved problem, 2-22.

**You can click on any picture to enlarge, then press the small arrow at the right to review all the other images as a slide show.**

Determine the maximum shearing stress for the following sections when the external shear force V = 75 kips for parts b) and c).

**A-solved problem- 2-22 for shear stress.**

**Solved problem 10-2 for beam adequacy for shear.**

This is the 22nd post of the **steel beam posts-part-3,** which includes a solved problem from Prof. Mccormack’s book. A solved problem10.2. A W21 x55 with fy =50 ksi is used for the beam and loads of Fig.10.4. Check its adequacy in shear.

This is the link for post 22: **Solved problem 10-2**.

**Solved problem 10-2, how to use table 3-2 for shear. value?**

This is the 23rd post of the steel beam posts-part-3, which includes a solved problem from Prof. Mccormack’s book. Example 10.2. A W21 x55 with fy =50 ksi is used for the beam and loads of Fig.10.4. Check its adequacy in shear. In this post, table-3-2 is to be used.

This is the link for post 23: **Solved problem 10-2**.

**Deflection of steel beams.**

This is the 24rth post of the **steel beam posts-part-3, **which includes the following points:1-disadvantages of deflection.

2-The permitted limits of deflection.

3-Deflection limitations in the unified building code.

4-C1 coefficient as deflection parameter by the AISC.

5- A solved problem 5.1 from Prof. Fredrick Roland’s book. Example 5.1.

This is the link for post 24: **Deflection of steel beams.**

**Part 1/4 Solved problem 9-9-6, how to find LL?**

This is the 25th post of the steel beam posts-part-3, which includes the solved problem,9-9-6. A solved problem from Prof. Charles G salmon’s book.

Determine the service live load the beam may be permitted to carry if the Dead load is 0.15 kip/ft, including the beam weight. Use load and factor design. The steel has Fy=65ksi.

The first part of the solution includes the determination of lambda coefficients λp-F λr-F, λp-w λr-w for Local buckling for Flange and the web of the Built-up section and how to get the value of Zx.

This is the link to post 25 –**How to find LL- Part 1/4?**

### Part 2/4 for the Solved problem 9-9-6, how to find LL?

This is the 26th post of the **steel beam posts-part-3, **which includes a solved problem from Prof. Charles G salmon’s book. In the given solved problem Given, the welded I-shaped section of Fig. 9.9.6 is used as a 45-ft supported beam laterally supported at the one-third point.

Determine the service live load the beam may be permitted to carry if the Dead load is 0.15 kip/ft, including the beam weight. Use load and factor design. The steel has Fy=65ksi.

The second part of the solution includes determining the value of Sx, the elastic section modulus for the built-up section. The nominal moment is based on the limit state of local buckling for Flange.

This is the link to post 26- *Part 2/4.*

**Part 3/4 Solved problem 9-9-6, how to find LL?**

This is the 27th post of the **steel beam posts-part-3,** which includes the solved example 9-9-6.

A solved problem from Prof. Charles G salmon’s book.

In the given solved problem, the welded I-shaped section of Fig. 9.9.6 is used as a 45-ft simply supported beam laterally supported at the one-third point.

Determine the service live load the beam may be permitted to carry if the Dead load is 0.15 kip/ft, including the beam weight. Use load and factor design. The steel has Fy=65ksi.

The third part of the solution includes the lateral-torsional buckling parameters Lp and Lr for the built-up section.

This is the kink to post 27:How to get the J polar for circular and noncircular.

**Part 4/4 Solved problem 9-9-6, how to find LL?**

This is the 28th post of the **steel beam posts-part-3, **which includes the solved example 9-9-6.

A solved problem from Prof. Charles G salmon’s book.

Example Given the welded I-shaped section of Fig. 9.9.6 used as a 45-ft simply supported beam laterally supported at the one-third point.

Determine the service live load the beam may be permitted to carry if the Dead load is 0.15 kip/ft, including the beam weight. Use load and factor design. The steel has Fy=65ksi.

To evaluate the Mn the nominal moment for the section based on the Lateral torsional buckling, then finalizing the LRFD value of the Final nominal moment, can estimate the permitted Live load value.

This is the link to post 28: **Part 4/4 Solved problem 9-9-6,** how to find LL?

** Moment Redistribution For Continuous Steel Beams.**

This is the 29th post of the **steel beam posts-part-3**, which includes a brief discussion of the statically indeterminate beams, where we will have both positive and negative moments, and we are going to talk about the methods that we will use.

We will review table-3-23 for continuous beam shear and moment values, redistribution of the moment, elastic redistribution, and 0.90 of the largest –ve moment. This is a link to post 29-**Moment Redistribution**.

** Introduction to design of continuous beam, problem 4-15.**

This is the 30th post of the **steel beam posts-part-3, **which includes a solved problem from Prof. Alan Williams’s book.

Solved problem 4-15 Moment Redistribution. The uniform distributed loading, including the beam self-weight, acting on a two-span continuous beam is shown in Fig. 4.16. Continuous lateral support is provided to the beam.

Determine the lightest adequate W10 section, using steel with a yield stress of 50 ksi.

This is the link for post 30: **Introduction to design of continuous beam, problem 4-15.**

The next post will be the list of steel beams posts part 4.

A very useful external resource **A Beginner’s Guide to Structural Engineering**