End-plate connections use. UK/Eurocode practice

[Taras.D]

Hello everyone.

Trying to understand the application of the well-known "Green Book" and the UK practice of simple connections use. The question I have is as follows.
In case of end-plate connections when the end-plate is connected to column web how is it possible to install the beam without moving the column sidewards? In my country we use some sort of an end-plate connetion of this kind but with packing plates and the support plate which actually takes the shear force from the beam (see my draughts in the attached files.
I need someone closely related to steelwork erection to evaluate the matter: is it really possible to install a beam between two column webs without some extra space (previously assesed) and the installation of the packing plates afterwards.
In my practice the gap between the end-plates (especially in multistorey braced frames) can vary and is usually filled by few plates of a fixed equal thickness (like 4 mm each).

Actually the question is also relevant to other "tight" connections like beam-to-beam end plate connection from both ends, beam-to-column end plate connectins when the end plate is connected to column flange.

Thank you in advance.

)

 

[DrZoidberWoop]

Hi. American here, so I can't speak for UK. For end plate connection within column webs, we normally apply a minimum 1/16" erection gap at each end of each beam. The surfaces will be drawn into firm contact without the need for packing plates. The erector usually has the ability to lower the beam directly into place without "tilting" the column outward. For beam-to-column-flange and beam-to-beam end-plate connections we will provide 1/8" finger shims, if req'd. STD holes in support, SSLT holes in end-plate.

Erectors are surprisingly crafty, and they won't hesitate to raise objections if they are involved in the review process . Beam-to-beam end-plate connections give me the most grief because they need to be rotated into place, so I reduce their width as much as possible. It's always a good idea to verify basic erectability within your CAD program. I'm doing some end-plates to column webs right now, and here's a very unofficial excerpt of what I'll be doing (unfinished, so don't be picky).

 

[Taras.D]

Thank you, now I know at least the US practice.
Still would be nice to hear the someone from Eurocode area.
The Eurocode gives sufficient guidance on how to account for the influence of any shim plates in bolted connection, but it's unclear why they aren't shown in connection samples given in the green book.

 

[dik]

I don't usually use end plate connections for webs... use clip angles. For flange connections where it is possible to develop some moment capacity, I almost always use end plates, and sometimes with shims to get the members to fit between columns.

dik

 

[human909]

I don't usually use end plate connections for webs... use clip angles.

On a slight tangent.

It seems to me that these are frequently used in North America but much less elsewhere. On my superficial examination they seem inferior in most aspect to fin plates unless you really lack welders and like bolting. They seem to me to be a relic from the past when welding was not as easy. Any clear advantages?
(That said I'm using them on a currect retrofit job where site welding is being kept to a minimum.)

In Australia fin plates seem the most common for simple connections. In the UK the flexible end plate seems in vogue. These seem have most of the errection disadvatages of full end plates without many of the benefits. The main advantage seems to be minimal eccentricities.

Just curious. Some differences are no doubt due to habits and whims of engineers. While other difference might be due to real engineering needs.

 

[Agent666]

They are much cheaper as all the fabrication can be done on a beam line. A few cuts and some holes and you're done. No welder required.

 

[DrZoidberWoop]

I work on extremely heavy-duty steel structures, and connections with angles or extended shear tabs are preferable. But sometimes, along a building's lateral force resisting system, we get very large moment, axial, shear loads. In many cases, end-plates are the most viable method for handling these loads.