Structural connection

[SathGayu]

Hi there I have a structural (Tube to Tube)bolted connection with splice plates using A325 Heavy hex bolts. Due to incorrect slope cut there is a gap exist at the splice plate. The gap is like "V" shaped. I am investigating the possibilities of using teflon or any other acceptable filler for this connection. Use of metal (slopped washers) will be the best solution but it will be a very time consuming.

Can someone advise about the use of non steel fillet material at structural connection.

 

[MacGruber22]

You haven't really provided enough information. What are the loads? How much of the loads are shear, compression, or tension on the joint? Width of gap? Number of bolts? etc. Sketches tell a lot of information. A significant amount of shear on a joint with a filler gap greater than 1/4" can significantly reduce the bolt shear capacity. PTFE is not a structural filler, it is only used in film thickness for expansion joints.

Use of metal (slopped washers) will be the best solution but it will be a very time consuming.

Why not steel finger shims? These are approved by AISC and are used regularly after joints have already been erected. AISC 360-05 spec. section J5 explains limits on fillers and the joint shear strength reduction as a result. These are contingent on structural steel plate filler material. I guess if the joint is mainly in bearing and the loads are fairly low compared to the joint capacity, you could look into using a solid fabric pad such as those from Fabreeka Link. But, I would not try to use them in combination with AISC spec J5.

Again, depending on the joint and the severity of gap, another option could be groove welding the perimeter of the open faying surfaces. In that case, the loads (shear, axial, moment) would have to be taken by the welds, as welds and bolts cannot be used in combination since their load-deformation curves (stiffness) are so different from each other.

"It is imperative Cunth doesn't get his hands on those codes."

 

[KootK]

As MacGruber noted, more information is required:

1) What kind of member is this? Column? Truss compression chord?

2) What forces are present at the splice? Tension? Compression? Shear? Moment?

3) Was the original connection designed to utilized only the bolt capacity or was steel to steel bearing assumed?

Depending on the answers, it may not be necessary to do anything remedial.

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.