column splice connection

[Veer007]

Hey guys, is there any partial stiffener plate required for below column web, when different series of column size to be connected, also let me know shown connection is acceptable, Can anyone assist me..

Thanks in advance!!

 

[MIStructE_IRE]

Is there any moment? Tension? Shear? Or just pure axial compression?

 

[malikasal]

It depends on the type and value of loads that this is supposed to resist.




ôIf you don't build your dream someone will hire you to help build theirs.ö

Tony A. Gaskins Jr.

 

[KootK]

- I like the stiffeners into the column below.

- I think that the gussets on the column above are unnecessary / inefficient.

HELP! I'd like your help with a thread that I was forced to move to the business issues section where it will surely be seen by next to nobody that matters to me:

http://www.eng-tips.com/viewthread.cfm?qid=456235

 

[Veer007]

Yes, it has Mr=177kN.m and shear 334kN and need to resist axial compression as well

shown above

thank you, I have to provide stiffener above for W200 due to its moment force as we know that the size of profile is less than below column and bolt is located too far from the flange, am I wrong?

Note: Cap plate thick 25mm and stiffener 12mm

Guys, also the connection to be slip critical, I have checked the force would acceptable by the factored load, would it also be passed by slip critical by service capacity?



Thanks in advance!!

 

[CANPRO]

The stiffeners look out of place to me. You say the column has moment and axial compression, but the moment value you listed is the moment resistance of the column - is that your design load? If so, you have no capacity left for compression. If you have combined moment + compression, do you end up with any net tensile stress in one of the column flanges? I'm thinking you'd need a very large moment along with very little compression to require the stiffeners you've shown.

 

[KootK]

I have to provide stiffener above for W200 due to its moment force as we know that the size of profile is less than below column and bolt is located too far from the flange, am I wrong?

I don't know that you're wrong in this as you're the only one who knows all of the parameters that effect your design. That said, I consider the gussets to be atypical and probably inefficient for moment transfer in this situation. The detail shown below is what my preference might be in a bolted moment connection. Shims etc for erection tolerance. CANPRO's better in this space than I am so he may well have some critiques to offer.

HELP! I'd like your help with a thread that I was forced to move to the business issues section where it will surely be seen by next to nobody that matters to me:

http://www.eng-tips.com/viewthread.cfm?qid=456235

 

[CANPRO]

KootK's sketch is much more in line with what I would expect to see. Easier to fabricate and more efficient use of material.

 

[KootK]

@CANPRO: what are your thoughts on the viability of the outside fillet welds on the low column stiffener? If those aren't possible due to weld access, would it be realistic to penetration weld just from the inside or something?

HELP! I'd like your help with a thread that I was forced to move to the business issues section where it will surely be seen by next to nobody that matters to me:

http://www.eng-tips.com/viewthread.cfm?qid=456235

 

[KootK]

Given the proportions, maybe it's something like this.

HELP! I'd like your help with a thread that I was forced to move to the business issues section where it will surely be seen by next to nobody that matters to me:

http://www.eng-tips.com/viewthread.cfm?qid=456235

 

[CANPRO]

KootK, good call on the weld access...little to no chance of getting a proper fillet weld in there. There is less than 35mm clear between flange and stiffener, and the weld would be 148mm from edge of flange - that's a line of sight of about 13 deg. Partial pen weld from one side would be reasonable, and I can't think of a reason why you couldn't. Full pen weld wouldn't be ideal, you'd have to do with a backing bar and that space might even make it difficult to remove the backing bar and clean up the tack welds. If for some reason you needed a full pend weld for strength, I'd over size the plate and use a partial pen.

The heavy shim is clever.

 

[Veer007]

Thank you, I'm going to switch your connection and get approval from my EOR

thank you, i will follow up your comments too

Thanks in advance!!

 

[Deker]

@CANPRO: what are your thoughts on the viability of the outside fillet welds on the low column stiffener? If those aren't possible due to weld access, would it be realistic to penetration weld just from the inside or something?

I've recently started using the recommendations below from this article: Link.

CANPRO, does this align with your experience?

 

[KootK]

@Deker: thanks for that. I'd kinda like to be on a mailing list to receive anything that Mr. Dowswell puts to print. It is, without fail, practical and useful stuff.

HELP! I'd like your help with a thread that I was forced to move to the business issues section where it will surely be seen by next to nobody that matters to me:

http://www.eng-tips.com/viewthread.cfm?qid=456235

 

[Deker]

Agreed. I think Dowswell and the Cives Steel crew of Thornton/Muir/Fortney show up more than any other name in my connection design references.

 

[Veer007]

for your thoughts

Thanks in advance!!

 

[Veer007]

.

Thanks in advance!!