huangyhg

where do you place a splice joint
what is the best location to place a splice joint
at zero moment or zero shear.. (for a beam section)..or some where else...why..
2 nd if my beam has a axial loading, the is delta effect, does it change anything...
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when you speak of a "splice joint", are you referring to a moment splice, as with a continuous beam, or a pinned joint, as with a link-span system, or some other specific condition?
mike mccann
mccann engineering
or are you talking about a construction joint in a concrete beam? if that is your question, the construction joint should be where shear is minimal.
thanks mike for bring that out..
i am currently working with flat bars and since my flat bars cannot extent to complete length of the beam , i have to join 2 flat bars by bolting or welding them using plates..
where should i place my connection..
could anyone let me know, what is term for it..
if i have i shape (w-shape)or channel section what are the changes then
if you place where shear is min, you have a max bending moment..your connection is exposed to greater tension forces..
then you have a increased tension (i.e increased bm by c)by the compression on the beam
in steel structures, theoretically you can make splices anywhere, provided fatigue is not a concern. however, it is always prudent to pick a point where the stresses do not approach the maximum. for bolted splices, the full capacity of the member may not be required to be developed. as in your case, splice locations are often affected by the availability of section lengths. if the member is axially loaded, the
hokie66
can i place my splice (bolted), at inflection point (point where my bm is zero)...is this a good location to place the splice..
others can answer the question too.
thanks guy's for your help
in bridges, splice locations are often chosen to be near the inflection points.
hg
yes, the inflection point is generally a good point for a bolted splice. re
hokie66
what bracing are you talking ,
2) in which direction,
3) at what length
is bracing necessary..if for some reason one cannot provide the bracing what is the other option..
i mentioned bracing specifically because you said your beam had an axial load component, so is really a beam-column. but you need to consider the bracing requirements for bending action also in accordance with your code.

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