Well each moment M can be replaced by force F and an eccentricity e
M = F x e

best regards
Klaus

I'm not sure of the real reason, other than it gives a location for the placement of any foundations... Should be centered on the eccentric location.

Dik

one reason might be...
if the (resulting) force is acting within the core section....the foundation will not turn over and there is no gap
between foundation and ground
therefor an existing moment can be transferred to force to see if this force is within this core area

best regards
Klaus

I understand that a point load with a eccentricity is equal to a moment. But on the picture, The point load with the eccentricity is being equal to a moment and also an axial load at the moment's location.
Shouldnt It just be equal to the moment?



Thanks for your help.

The moment is CAUSED by the vertical load, that does not mean that the vertical load goes away

Well, to start off, your resultant uniform pressure diagram to the bearing plate is wrong.

It is more triangular in nature with the resultant at the kern of the triangular pressure prism, giving a greater eccentricity.

There is a good diagram and example in Blodgett's "Design of Welded Structures" on how to analyze the problem on pages 3.3-8 through 3.3-10.

I suggest you look there to start.

There are more complex models, but the equations listed do give a solution.

Mike McCann, PE, SE (WA)

Mike... I usually use a rectangular stress block like I do for reinforced concrete...

Dik

Mike, the diagram is from AISC's Design Guide 1.

Since the column is embedded in a grade beam, I might design the grade beam and column to grade beam connection to take the moment (unless is a tie beam rather than a grade beam designed for bending).

Well, if this is accepted practice now, then it is less conservative than 50 years or so ago when Blodget did his sketch, ultimately yielding a thinner base plate.

Mike McCann, PE, SE (WA)