Steel Beam-Column Joint

[n39]

Hi, I was recently curious about beam-column joint on a steel, especially WF profile. I realize than when designing a moment joint you can refer to AISC 358 as you can see in the image below.

The company I worked in has this sort of beam-column joint detail for every profile there is

The detail provided by AISC and my work place seems to differ a lot. Well my question is, since AISC specified a configuration of bolts and the equations used in it were specified for that kind of configuration, On the other hand I wanted to study how did my company came with this kind of joint configuration. Can you help me provide a book or a youtube channel, or something that help me understand the basic principle of beam - column joint on a steel. So that no matter what the configuration of the bolts or welding in the joint, I can calculate it using those principle and not using the configuration provided by the ASCE

Thank you

 

[JSPL Structurals]

Your curiosity about beam-column joints in steel structures is commendable, and it's essential to have a strong foundation in the principles that govern these connections. This knowledge allows you to approach joint configurations with a more comprehensive understanding.

To gain insight into the fundamental principles of beam-column joints, I recommend exploring resources like the book "Design of Steel Structures" by Duggal. This valuable resource covers a wide range of steel structure topics, including joints, offering theoretical insights that can be applied to various configurations.

For practical and visual learning, you can also check out educational YouTube channels like "Engineer4Free" and "StructurePoint." These channels provide instructional videos on structural engineering, including discussions on steel connections and joints.

Moreover, to stay updated with industry trends and best practices, you might want to explore websites of reputable steel manufacturers like JSPL Structurals (Jindal Steel and Power Limited). They often publish informative content related to structural steel applications and connections, which can complement your understanding without turning your inquiry into spam.

By delving into these resources and combining theoretical knowledge with practical insights, you'll be well-prepared to analyze and design beam-column joints effectively, regardless of the specific configurations you encounter in your work.

 

[n39]

Thank you, I'll make sure to check some of your recommendations.

 

[dik]

I just got an updated copy of the AISC design guide #39 (DG_39-End_Plate_Moment_Connections)
which likely handles the type of connection you are looking at. It's generally less costly to go to a thicker end plate than to use stiffeners between the bolts. You may, also, be able to eliminate the T shape at the underside of the W6. The lines at the fasteners, on the bottom, are actually 'dashed' and represent yield lines. The image is for the tension at the bottom. If the tension is at the top, the the second pair of bolts (above the bottom flange) can be eliminated, and the connection checked for that configuration. The AISC accommodates:

-----*****-----
So strange to see the singularity approaching while the entire planet is rapidly turning into a hellscape. -John Coates

-Dik

 

[Structural Designer]

Check "The Green Books", they give essential guidance for structural steelwork connections for use in buildings, both simple joints and moment-resisting joints.

Also you can try designing and experimenting in connection design software, like IDEA StatiCa. It is a component-Based Finite Element Method (CBFEM) and you can design all kind of connections.

SteelExplained has a informative content for overall design guidelines for steel connections: steel connections - design guidelines

 

[JoshPlumSE]

Here is the way I see this connection:
1) When moment causes the bottom flange is in tension this connection is a haunched end plate connection. I think that is covered in AISC Design Guide 12. At least for the design of the haunch for slenderness and such. For bolts, it's just an extended bolted end plate connection. And, you can ignore the compression side bolts.

2) I don't like the way you do your haunch all. Looks expensive. I usually just form the haunch out of a WT. So, the stiffening portion of the haunch is perpendicular to the column. Easier bolting, easier welding, and less welding.

3) When moment causes the top flange to be in compression, it is just a flush end plate moment connection. You again ignore the compression side bolts.