Eccentricity in shear tab design 3

[civeng]

Hi everyone,

My question is this:
When designing a shear tab (extended), can we say that the load passes through the center of gravity of my bolts and consider the eccentricity only on the welds of the shear tab to the web and flanges of the supporting member,and verify the welding with the eccentricity.
Or do I have to consider the load as passing through my welds and consider the eccentricity in my bolts.
Or do I have to consider my eccentricity in establishing my bolts AND my welds.
I have a bunch of shear tabs to do and want to make sure that I'm not going the wrong way.

Thanks

 

[miecz]

I learned to consider these eccentricities for the design of columns from my mentor in the early 80s. This was an engineer with long experience and a master's degree in structures. It was also long before the age of computer design. I've always thought that this practice was too precise, but I figured everyone was cranking the bending moments due to eccentricity at each level. Wish I had read this thread 20 years ago.

 

[271828]

Hey, here's a question for the group, especially someone who uses the RAM System. Say you have a multi-story column and the beam reaction times eccentricity is (100 kips)(6") at a floor (assume beam on one side only). What design moment is used for the column? Talking about a typical floor, not at the roof. Columns are continuous.

 

[WillisV]

Moving past that I wouldn't consider this eccentricity in the first place, RAM splits the moment between the column above and the column below the joint in a ratio inversely proportional to the column heights. So assuming the story heights are the same, 25'-k goes to the column above and below.