Design of Steel Haunch Bolted End Plate Moment Connection

[sgunn]

Looking for advice on the design of the attached connection. Steel haunch bolted to column, supporting crane rail beam. See pic. I can't find a design example anywhere in AISC specific to this configuration. It's basically an end-plate bolted moment connection, but I need to design all elements of this including the haunch. Thanks for any advice.

 

[paddingtongreen]

I used to share the vertical loads to all bolts, use only the top two pairs of bolts in tension from the moment. For the horizontal force along the girder, I also used only the top two pairs of bolts.

In both cases, the top two pairs of bolts because the bracket plate is reinforced there by the bracket flange.

Michael.
"Science adjusts its views based on what's observed. Faith is the denial of observation so that belief can be preserved." ~ Tim Minchin

 

[SteelPE]

What reaction (P) are you dealing with?

Maybe I have done these wrong before in the past, but the last one I did, I had a WF outrigger shop attached to the column with CJP welds at the flanges and webs. My loads were pretty high though. What is the purpose of bolting the connection, fatigue?

 

[sgunn]

Thanks for the replies. P = 131k.

SteelPE - Yes, fatigue is a concern. Isn't it always with crane rail structures? That's not a bad idea, though. I take it you added stiffeners to the column at the outrigger flanges, and just designed it like a FR moment connection?

 

[SteelPE]

I added stiffeners in the column but my loads were not where near the loads that you have. At 131 kips I wo

http://www.eng-tips.com/viewthread.cfm?qid=368799uld

be using a separate crane column not trying to bracket off the building column as you have shown. Why are you trying to use a bracket? I know one of the crane documents recommends against using brackets at loads above 50 kips (I was at 49 kips with mine).

With that load, I suspect paddington "use the top pair of bolts" is not going to work, but I may be wrong.

 

[SteelPE]

Why did that end up with a link in the middle of my post?????

It should read "At 131 kips I would be using a separate crane column, not trying to bracket off the building column as you have shown."

Also, what is the size of your crane?

 

[rb1957]

i'd react the off-set moment with the fasteners in the fitting, and ignore the little angle at the top.

Quando Omni Flunkus Moritati

 

[sgunn]

Actually our load on the bracket is more like 106k, not 131k, but still significant. It has to be constructed in this manner because we have a 2nd lower crane operating below, which is sitting on it's own column. The upper crane has a 50T capacity.

 

[SteelPE]

Two cranes acting in the same bay that are not on the same girder system? I've never worked with cranes of this size, but this is a detail that I have never seen before. Seems like a dangerous situation to me.... but I'm sure the client has experience with this set up.

Also, you have a 50T crane with an end reaction at the bracket of 106 kips...... seems a little light to me but again, I'm not aware of your situation.

 

[rb1957]

this is my area at all, but i'm interested why the I-beam (between the load and the reacting brkt) ? I'd've up a somewhat heavy section, good for compression loads ?

Quando Omni Flunkus Moritati

 

[sgunn]

We have decided to switch to a fully welded (CJP) WF bracket instead of the bolted bracket detail that was proposed. We'll have full width stiffeners at the column and on the bracket under the girder.