×
INTELLIGENT WORK FORUMS
FOR ENGINEERING PROFESSIONALS

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!
  • Students Click Here

*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

Jobs

HSS Beam to WF Column Moment Connection

HSS Beam to WF Column Moment Connection

HSS Beam to WF Column Moment Connection

(OP)
I have a project with a 20' OHD beam/lintel supporting 30' of roof and storage loads, as well as 12' of non-arching brick loads (several windows above). This is an owner lead project and the door/floor/roof span is what is being requested. An angle will be welded to a HSS beam which was selected to transfer the torsion applied by the brick to the columns. A moment connection is being utilized to reduce the deflection of the lintel to 0.30" per MSJC requirements (US design). My goal (as always) it to produce an easily fabricated and erected design.

Attached are my proposed frame details and two moment connection options. There seems to be limited data out there on connections like this, but by modifying some WF moment connections, I think these two options are acceptable. Assuming all the values check out. Is there a better option for this connection that I am missing? Any help would be great!

RE: HSS Beam to WF Column Moment Connection

It would be difficult to make option 2 work. I would try a variation on option 1. Since the col fla width is also 8" I would try a bearing conn for the shear as follows. Make a seat out of the bottom fla pl by adding a gusset pl to the bottom fla pl. Use an end pl on the beam internally to bear on the seat.This internal pl reacts the torsion and also delivers the shear to the seat in bearing. Could attach the top fla pl to the beam in shop and weld to col flanges and web in field as it may help in erection as there are no bolts. If stability during erection is a concern one could add a single clip angle to the top pl and bolt it to the col web. Anyway, that is one idea off the top of my head.

RE: HSS Beam to WF Column Moment Connection

Disclaimer: I've never tried either of these myself. Just throwing some ideas out here.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

RE: HSS Beam to WF Column Moment Connection

(OP)
Thanks for the help! I think I am going to design similar to KootK's Option 3 with modifications. Instead of a WT, I will just use two plates on the tube and a shear tab on the column to establish my shear connection. Then I will flange plate both the top and bottom for moment transfer.

RE: HSS Beam to WF Column Moment Connection

As a side bar, I know that they go a lot more with HSS in Japan than we do in North America. That might be the place to look for semi-official detailing recommendations.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

RE: HSS Beam to WF Column Moment Connection

Koot..good idea with the WT on option 3...however, the top cover pl may have a problem delivering the component of the torque into the col fl...would recommend adding a weld of the top cover pl to the col fla in addition to your concept...admittingly the torque is relatively low....,.

RE: HSS Beam to WF Column Moment Connection

Thanks SAIL. The torque bothered me at first too. As I mentioned in the sketch, however, the torque is easily small enough to be dealt with pushing through the column web near the K zones. It's a 10mm web after all. I feel that the double angle adds a lot to the constructibility. The top of the beam and column are never quite at the same elevation and you wind up having to shim and/or slope the flange plate.

Regardless, it sounds as though BadgerPE is doing exactly as you have suggested. My concern with #3 is that I don't generally like using bolted shear connections in combination with welded flange plates. As Northridge showed us, the flange plates don't listen very well when told not to resist shear. Another good reason not to go with a welded flange plate up top.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

RE: HSS Beam to WF Column Moment Connection

did not catch Badgers reply....as long as he has an end pl on the HSS member to resist the torque, it sounds like it could work....vertical shear will be resisted by the component that has the greatest stiffeness which in this case would be the shear tab....admittingly, the cover pl may experience some nominal vertical shear, but IMO, it would be selflimiting....

RE: HSS Beam to WF Column Moment Connection

do not know how much rotation the OP can tolerate in the shelf angle....another option instead of the 6x6 angle would be to add a flat pl to the bottom fla of the HSS and extend it out 6" or so.....

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!


Resources