List of steel Beam Posts-part-3a.

Last Updated on February 27, 2026 by Maged kamel

List of Steel Beam Posts-part-3a.

1-Solutions for Block Shear-Coped Beam Problem

   This is Post number 19 of the Steel beam Posts, which includes 1—Solutions for the Block Shear-Coped Beam Problem.

A solved problem 5.13 for Block Shear-Coped Beam-case-1-UBS=1.00.

The solution includes a detailed description of the forces that affect the beam: shear yielding and tensile rupture, Shear rupture, and tension rupture. How do we estimate the LRFD and ASD for block shear?

The next slide image shows part of the shear-yielding and tensile-rupture estimation, including the values for shear rupture and tensile rupture.

       This is the link to post 19.

AISC Tables 9-3a,b, and C for Block shear-coped beam. 

This is Post number 20 of the Steel beam Posts, which includes: 1- Solutions for Block Shear-Coped Beam Problem for the solved problem 5.13 for Block Shear-Coped Beam-case-1-UBS=1.00. Use AISC Tables 9-3a for tensile rupture and block shear. In this post, we will verify the solution to problem #5.13 in Prof. Alan Williams’s handbook using AISC tables 9-3a, b, and C for the block shear-coped beam.

  Table 9-3b or shear yielding component and AISC Table 9-3C for shear rupture component.

How do we estimate the LRFD and ASD for block shear?

This is a snapshot of Table 9-3a, titled “block shear-tension rupture component per inch of thickness, kip/inch.”The coefficient for block shear UBS equals 1. AISC Table 9-3a determines both the LRFD and ASD value for the block shear tension rupture component of the block shear, but the estimated values are for kips per unit inch.

We have Ultimate stress equals 58 ksi. Log in with the first column of Leh values and select the Leh value of 1.50 inches, where Leh is the horizontal distance from the edge to the first line of bolts.

Table 9-3b is used to estimate the shear-yielding component of block shear. The yield stress is 36 ksi.

The first column is for Lev, the vertical distance from the edge to the first bolt line. We also need the S value, which is the spacing between bolts.

This is a snapshot of Table 9-3c titled “block shear-shear rupture component per inch of thickness, kip/inch.”The first column is for n, the number of bolts, which is 3.

The second column is the lev column. We draw a line with n = 3 and lev equal to 1.50 inches. We draw two vertical lines from the bolt column at the point where db = 3/4 inches. We will obtain two values for LRFD and ASD for the shear-rupture component. The LRFD value equals 139 kips /inch, and the ASD value equals 92.40 kips/inch.

  This is the link to post 20

Case 2 for the block Shear-Coped Beam Problem.

This is problem #10.8 from the Unified Design of Steel Handbook. It requires determining the resistance to block shear of the coped beam W16x40 grade A992. There are two bolt lines: a typical case-2 where UBs = 1/2.

This is a snapshot of the shear-yielding and tensile-rupture calculations versus shear-rupture and tensile-rupture.

This is the link to post 21-Case 2 for the block Shear-Coped Beam Problem.

For a more detailed illustration of block shear, see the very useful external link: Bolted connection. A Beginner’s Guide to the Steel Construction Manual, 15^th ed.

For a more detailed illustration of block shear, there is a very useful external link: Tensile yielding and tensile rupture. A Beginner’s Guide to the Steel Construction Manual, 16^th ed.

For a more detailed illustration of block shear, see the very useful external link: Bolted connection. A Beginner’s Guide to the Steel Construction Manual, 16^th ed.

This is a link to the following list of steel beams 3b.