I always have this problem. In the area I live engineers,fabricators and erectors worship endplate moment connections.
At the end of my worship I visit sites(expecting deaths,joke) only to note that the endplates are not usually flush and there are cases when the gap is just too much to even stare at it once more. I know a truss vertical member with endplate showing the whole bolt length in place now for 5 years- Credit to overdesign of the truss, the vertical element is not stressed fortunately.
So design and real life do not usually match here. Shame on me. My solution has then been to quietly avoid them in multibay frames(where misfits tend to fly high) and please fellows in one bay frame systems(where some adjustments can be made by squeezing them into place)
LRFD allows shims but doesnt get into much details on how much is too much and should not be allowed etc.
QUESTION IS:
What has the code to say about this and what corrections need to be made?Your experience?
respects
ijr
At the end of my worship I visit sites(expecting deaths,joke) only to note that the endplates are not usually flush and there are cases when the gap is just too much to even stare at it once more. I know a truss vertical member with endplate showing the whole bolt length in place now for 5 years- Credit to overdesign of the truss, the vertical element is not stressed fortunately.
So design and real life do not usually match here. Shame on me. My solution has then been to quietly avoid them in multibay frames(where misfits tend to fly high) and please fellows in one bay frame systems(where some adjustments can be made by squeezing them into place)
LRFD allows shims but doesnt get into much details on how much is too much and should not be allowed etc.
QUESTION IS:
What has the code to say about this and what corrections need to be made?Your experience?
respects
ijr
