Long Fin Plate
Long Fin Plate
(OP)
Hello,
i am designing a simple beam to beam connection where secondary beam is connected to main beam using Welded Fin plate and bolts , for ease of fabrication and installation , contractor is requesting no cut off in beam top flange with long fin plate.
checking the design standards they say the following:
1-fin plate should not be thinner than (0.15*Distance from main beam web to first row of bolts)
2-In case the above condition is not satisfied plate has to be checked for local buckling and beam top flange should be restrained.
3- design force is quite low around 30 kN , but the BS standards and Euro code require weld to be both sides with size equals to (0.8*thickness of fin plate)
my question is , is the weld limit above a must?, what do the AISC say in this?
keeping in mind i may go with thickness of find plate to 20 mm to satisfy point 1 which would give me weld of size 16mm while main beam web thickness is 10 mm(not practical to weld 16mm)
i am designing a simple beam to beam connection where secondary beam is connected to main beam using Welded Fin plate and bolts , for ease of fabrication and installation , contractor is requesting no cut off in beam top flange with long fin plate.
checking the design standards they say the following:
1-fin plate should not be thinner than (0.15*Distance from main beam web to first row of bolts)
2-In case the above condition is not satisfied plate has to be checked for local buckling and beam top flange should be restrained.
3- design force is quite low around 30 kN , but the BS standards and Euro code require weld to be both sides with size equals to (0.8*thickness of fin plate)
my question is , is the weld limit above a must?, what do the AISC say in this?
keeping in mind i may go with thickness of find plate to 20 mm to satisfy point 1 which would give me weld of size 16mm while main beam web thickness is 10 mm(not practical to weld 16mm)






RE: Long Fin Plate
I am wondering if it is the same as either a "kerf plate" or "side plate"...
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Long Fin Plate
BA
RE: Long Fin Plate
RE: Long Fin Plate
BA
RE: Long Fin Plate
The eccentricity of this connection (which is compensated for in figure 2 with the welds to the top and bottom flanges) at the connected beam concerns me regardless of any research. It just does not feel right.
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Long Fin Plate
this connection is called extended shear plate also
The detail I am looking for is figure 1,I will go through the paper but I agree figure2 details looks more reliable
RE: Long Fin Plate
The detail I used most commonly was similar to Figure 2, but the tab only extended to the top flange of the supporting member in most cases. Usually the supporting beam had torsional braces preventing twist from the large connection eccentricity.
On extended shear tabs into column webs, we almost always used a horizontal stiffener above and below the extended tab.
The main reason driving this type of connection, from my experience, is all from the ease of erection.
Connectegr will likely chime in here.
RE: Long Fin Plate
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Long Fin Plate
RE: Long Fin Plate
It is safe to say that if you have thick weld like 0.8(tp). plate or bolt failure will occur first rather than weld failure, because the bolt and plate will resist higher forces due to the additional rotational force.
tw = 0.8(tp) is a standard that the code adopted to reduce time in computing.
In my own opinion you can reduce the weld thickness to a thickness that is sufficient to resist the shear force.
I hope this answered your question.
I think they called it fin plate because it looks like a fin of a fish.