Contact US

Log In

Come Join Us!

Are you an
Engineering professional?
Join Eng-Tips Forums!
  • Talk With Other Members
  • Be Notified Of Responses
    To Your Posts
  • Keyword Search
  • One-Click Access To Your
    Favorite Forums
  • Automated Signatures
    On Your Posts
  • Best Of All, It's Free!

*Eng-Tips's functionality depends on members receiving e-mail. By joining you are opting in to receive e-mail.

Posting Guidelines

Promoting, selling, recruiting, coursework and thesis posting is forbidden.

Students Click Here

Fillet weld for beam to beam

Fillet weld for beam to beam

Fillet weld for beam to beam

I am looking for the code reference if any or the best practices to define the weld for beam web to web joint (two beams connected at 90 deg.)
Considering this beam to beam joint is primary/ critical and considering flange to flage CJP,for web to web joint my understanding is instead of over weld design to have CJP , both side tothe web, fillet weld should work. However refering to AWS D1.1 my understanding is the minimum fillet speciffied in AWS is good enough to considered for this web to web both side fillet? Is this assumption right? If not should I consider fillet side =75% of web thickness on each side of web(assuming both beam are same type and web thickness are same), For ex. if web thickness is 20mm then fillet size of 15mm each side of the web? or this 75% should be in total, means 35% fillet on each side (same ex. 7.5mm on eachside of web?

My interpritation is that this 75% on each size is too much and over design. oversize of weld will impact on welding and NDE cost, number of runs will increase, increase in risk for weld defects, and also overall weight of structure will increase in total. from weld optimisation point of view wht is the best approch to follow rather simply follow the 75$ thumb rule?
I am not able to get any code reference for this 75% consideration what my superier is asking to follow as a thumbrule. is thjis specified in any code?
I have attached the image for beam to beam joint and also another image for the generic T joint between two plates. my doubt remains the same for plate to plate fillet weld as well. Shoud I consider 75% on each side or total 75% so approx 37% fillet on each side?

Thanks in advance and looking forward to get the valuable suggestons.

RE: Fillet weld for beam to beam

1) I'm going to assume that we're talking about the welds that connect flanges to webs in built-up beams.

2) In all applications, it is common to design the welds for the real, horizontal shear demand rather than to "develop" the web plate thickness. This is usually VQ/It along the beam and either MQ/I or full flange development at the ends of the beam.

2) In non-fatigue applications, it is common to use stitch welding, following code limits on maximum and minimum fillet weld sizes and stitch lengths.

3) In addition to the issues that you mentioned, excessive welding of these joints tents to great an excess of beam distortion which then needs to be either rectified or lived with.

4) Other than the basic maximums, minimums, and fatigue requirements, I know of no code limitations on this.

RE: Fillet weld for beam to beam

This is how PEMB tapered I-shapes are made. The only check you need to do is for shear flow.

Shear flow demands get much smaller the farther you get away from the centroid. For PEMB beams this means they are over-designed in most cases even with a very small one-sided fillet weld.

If you're actually doing a T-section like your image suggests, the welds will be much closer to the centroid and may require double sided welds.

RE: Fillet weld for beam to beam

He says he's welding one beam to another beam at right angles, so the weld in question is web of one beam to web of the other, not the web-to-flange welds.

RE: Fillet weld for beam to beam

Maybe in your code there is a minimum percentage of the full shear capacity that any connection needs to meet. If your code has one just design for that (it will be lower than the 75% of web thickness value), or the actual load if that is higher.

Edit - - In NZ steel code this minimum is 15% of the full shear capacity, though generally 30% minimum is adopted by industry standard/pre-qualified connections.


Red Flag This Post

Please let us know here why this post is inappropriate. Reasons such as off-topic, duplicates, flames, illegal, vulgar, or students posting their homework.

Red Flag Submitted

Thank you for helping keep Eng-Tips Forums free from inappropriate posts.
The Eng-Tips staff will check this out and take appropriate action.

Reply To This Thread

Posting in the Eng-Tips forums is a member-only feature.

Click Here to join Eng-Tips and talk with other members! Already a Member? Login


Low-Volume Rapid Injection Molding With 3D Printed Molds
Learn methods and guidelines for using stereolithography (SLA) 3D printed molds in the injection molding process to lower costs and lead time. Discover how this hybrid manufacturing process enables on-demand mold fabrication to quickly produce small batches of thermoplastic parts. Download Now
Design for Additive Manufacturing (DfAM)
Examine how the principles of DfAM upend many of the long-standing rules around manufacturability - allowing engineers and designers to place a part’s function at the center of their design considerations. Download Now
Taking Control of Engineering Documents
This ebook covers tips for creating and managing workflows, security best practices and protection of intellectual property, Cloud vs. on-premise software solutions, CAD file management, compliance, and more. Download Now

Close Box

Join Eng-Tips® Today!

Join your peers on the Internet's largest technical engineering professional community.
It's easy to join and it's free.

Here's Why Members Love Eng-Tips Forums:

Register now while it's still free!

Already a member? Close this window and log in.

Join Us             Close