Splice Connections in Steel Members
Splice Connections in Steel Members
(OP)
What is the best location to have a splice connection in a UB (universal beam) flexural member in a moment frame? This is a floor beam and about 10.0m long.
What is the best location for splices in UB columns?
Any comments are appreciable.
Clefcon
What is the best location for splices in UB columns?
Any comments are appreciable.
Clefcon






RE: Splice Connections in Steel Members
When it comes to columns you're normally a little more constrained by geometry and architectural concerns, but the principles are no different.
Good luck,
YS
B.Eng (Carleton)
Working in New Zealand, thinking of my snow covered home...
RE: Splice Connections in Steel Members
RE: Splice Connections in Steel Members
The Canadian code establishes a minimum of 75% of the moment capacity.
About the connection location, between 1/3 and 1/4 of the span is very typical and it corresponds to BM inflexion points as youngstructural pointed out. In columns I have no experience so I would rather not comment
RE: Splice Connections in Steel Members
RE: Splice Connections in Steel Members
Mike McCann
MMC Engineering
RE: Splice Connections in Steel Members
If the beam is only 10m long, why is it necessary to add splice connections? It would seem reasonable to only have the 2 end moment connections to the columns. Here, too, if the actual moment is less than full moment, consider designing for less as this can eliminate and/or reduce column stiffners and doublers.
RE: Splice Connections in Steel Members
It's part of a moment frame, presumably with welded connections to the columns.
RE: Splice Connections in Steel Members
For regular column grid spacing, a good location is 0.3 x Span Length.
Once I know the location of the splices, I even go back to my model and place a pin at that location. In my view, this would be purely modelling a shear splice, however it is still good form to design the splice to transfer some moment. I believe most design codes will have a minimum moment that needs to be transferred accross a splice, my design code, the minimum moment that is to be transferred across a splice is 30% the section capacity.
I cannot comment for the design of column splices. The Australian construction industry seems to have a stigma about multi-storey steel construction that it can't seem to break.
RE: Splice Connections in Steel Members
These end connections should be designed for the maximum moment in the beam.
RE: Splice Connections in Steel Members
asixth,
Is it alright if we introduce a pin at a splice connection which is in a moment frame?
RE: Splice Connections in Steel Members
Boy am I in trouble... for plastic design I generally design the connection for 25% Mp as required by S16.
I often have splices at length/6 or length/7 locations, depending on the loads... and I nearly always use continuous construction for roofs and not Gerber. It's generally cheaper, connections are easy, fewer pieces to handle, and faster. Deflections are approx 1/3 those for simple span construction. <Off my apple box>
Dik
RE: Splice Connections in Steel Members
The answer to your question to asixth is no.
Different load cases have different points of contraflexure and the pin could lead to stability issues.
Can the columns be supplied with 2m long welded stubs to avoid additional site connections? - just a thought.
RE: Splice Connections in Steel Members
I was refering to S6 (connection to be designed at ULS to the larger of the calcuclated forces and 75% of the factored resistance of the member).
Both the code and the commentary are silent on the reason, but my guess is that it has to do with something already commented by several people
first, with weak splices your structural model changes, creating, in effect, a hinge
second, possible increased deflections.
Regarding the spacing, I have seen about 1/3 to 1/4 very typically
However, any arrangement and configuration will work if designed properly and all factors considered. Who said engineering was a science? More like an art with a few recipe books thrown in for good meassure.
RE: Splice Connections in Steel Members
RE: Splice Connections in Steel Members
I cannot imagine a 75% minimum, even being Canadian. I honestly think New Zealand's 30% minimum is much more reasonable. And it's my birthday.
Cheers,
YS
B.Eng (Carleton)
Working in New Zealand, thinking of my snow covered home...
RE: Splice Connections in Steel Members
RE: Splice Connections in Steel Members
RE: Splice Connections in Steel Members
RE: Splice Connections in Steel Members
RE: Splice Connections in Steel Members
RE: Splice Connections in Steel Members
No Hokie; It's not... But being a Canadian in New Zealand I get TWO birthdays and have some time to spare for the technical discussions. *smiles*
Cheers all,
YS
B.Eng (Carleton)
Working in New Zealand, thinking of my snow covered home...