end plate moment connection
end plate moment connection
(OP)
see p4-122 asd for 8 bolt moment connection..
what if i cant put stiffener between end plate and beam flange, is Ma = T * pf (eq 4 p.4-123) still good?
did they consider stifferner plate for point of inflection distance assumption?
what if i cant put stiffener between end plate and beam flange, is Ma = T * pf (eq 4 p.4-123) still good?
did they consider stifferner plate for point of inflection distance assumption?






RE: end plate moment connection
RE: end plate moment connection
RE: end plate moment connection
what is the best pf distance assumption for 8 bolt unstiffened if stiffener is not possible...
in case you are wondering i'm designing a piperack and stiffener could cause obstruction for pipes running perpendicular..
RE: end plate moment connection
RE: end plate moment connection
For the 8 tension bolt scenario, I was surprised to see four bolts up top and only two below since the moment can reverse if this is a lateral force resisting moment frame. Even considering the effect of gravity forces on the connection, I would put tend to four bolts top and bottom unless the connection calcs showed otherwise. Prying action is very perevalent here too in this connection.
Mike McCann
McCann Engineering
RE: end plate moment connection
Mike McCann
McCann Engineering
RE: end plate moment connection
RE: end plate moment connection
RE: end plate moment connection
but his response was more convincing to me..
RE: end plate moment connection
Note 4 on 4-122 suggests stiffener thickness be a finite number, not zero. Not providing a stiffener affects the plate moment by changing the yield lines. Try looking in AISC DG4. You shouldn't assume that something will work when you change the parameters underlying the derivations or the tests. I agree with nutte, and suggest you try a different connection if the stiffener doesn't work for you.
RE: end plate moment connection
pf distance the same for 4 bolt unstiffened and 8 bolt stiffened??
if what all of you are saying is true then common sense they should differ..
while if i consider the original suggestion.. then it fits both..
RE: end plate moment connection
It sounds like you don't understand completely how this connection behaves. With that in mind, it is very reckless to assume that the answer that adheres to "common sense" is the correct one.
As noted by me and others, AISC Design Guide 4 is recommended reading. You'll find that the old ASD manual approach has been updated with more precise, albeit more complicated, procedures.
RE: end plate moment connection
and you will know what i'm talking about..
i wouldnt be here if i completely understand how it behaves..
RE: end plate moment connection
As long as the end-plate is sized appropriately there isn't a problem.
RE: end plate moment connection
I still think that the equation for Ma is valid. As someone pointed out, you may not be able to take full advantage of all (8) bolts, but that wasn't the question.
RE: end plate moment connection
I don't doubt that you can design an 8 bolt unstiffened connection.
The many posters above are questioning whether the DESIGN VALUE CAPACITY determined in the AISC Manual are valid if you leave out the stiffener.
RE: end plate moment connection
That's a fair comment, but some posters are questioning if there is any advantage in having 4 bolts in tension (compared to 2 bolts) if the end-plate is unstiffened.
From my experience the answer is a definite yes.