## Solved Problem 10-2, How To Use Table 3-2 For Shear Value?

### The video I used for illustration.

This is the video used for the illustration of this post, we can find the shear adequacy for a given w section based on both the LRFd and ASD designs.

**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.**

**A solved problem 10-2, check shear adequacy for the selected section.**

This is a solved problem 10-2 from Prof. Mccormack’s book, there is a beam, with w section W21x55, for which the yield stress Fy is equal to 50 ksi, it is required to check the adequacy of this beam to shear.

From table 1-1 we get all the relevant data for W21x55, a section of W21x55 is drawn as shown in the small sketch on the left side.

From table 1-1, we will get the value of plastic section modulus Zx for the W section W 21×55, which will be=126.0 inch3.

From table 3-2, Where w sections are sorted by the Zx for the W section W 21 x55, the LRFD value for the nominal shear can be obtained from the final column, the value is equal to 234.0 kips, which matches the same figure via the previous post.

For the ASD value for the Nominal shear strength, in the same table 3-2, we can get the value for the ASD value, which can be found as=156.0 kips. The attached image shows the figures for both the LRFd and ASD.

This is the pdf file used for the illustration of this post.

As an external resource for the shear stress limit state.

In this post, the previously solved problem was checked but by using the AISC provision.

This is the next post, post 24: Deflection of steel beams.