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

Column Web Shear Strength - Neglecting Beam Flange Forces?

Column Web Shear Strength - Neglecting Beam Flange Forces?

Column Web Shear Strength - Neglecting Beam Flange Forces?

I am the SEOR and I am checking the steel connection design calcs. The calculation software (Descon) calculated the required column web shear strength to be ~ 600 kips.
The engineer that did the calculations did an override in the DESCON system to say that the required shear strength = 0 kips. I think he did this so he didn't have to use doubler plates. See page 3 of the attached calc.

I am not sure why or how this is allowed. Can someone explain this to me? I read AISC Design Guide 13 (section 4.1.1 Panel-Zone Web Shear). It specifically states, "When the column web thickness is inadequate to resist the required panel-zone shear strength, a web doubler plate is required. Alternatively, diagonal stiffening can be used if it does not interfere with the weak-axis framing."

RE: Column Web Shear Strength - Neglecting Beam Flange Forces?

I don't know why the designer decided to override the program. He shouldn't do it without explanation.

Are the moments have same sign (rotate in the same direction)? If so, you are correct, a web doubler plate is required. Otherwise, this check does not make sense.

RE: Column Web Shear Strength - Neglecting Beam Flange Forces?

I haven't worked with DESCON at this level of detail for awhile but I recall program was very conservative in calculating web doubler plates since it doesn't consider the sign of the moment.

BTW, he also overrode the flange weld check of base metal strength, not an unreasonable choice given the alternatives but just to mark it as CJP so no base metal checks is a little fishy.

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