The answer to the bonus question is:

North bolt: 85 kg of load.

West bolt: 65 kg of load.

South bolt: 25 kg of load.

East bolt: 25 kg of load.

It's really late here and I'm on the phone, so I'll post my calculations tomorrow.

I have been really trying to decide what to say to this... Still not sure. I suppose I will start by I am in shock you had even an ounce of nerve to criticize me for asking serious questions ANY real structural engineer would ask. To have the nerve to criticize me, implying I don't know the answer to the question because I pointed out your question was fundamentally flawed. After the nerve to do that, you post this...

**An answer, which the first part is barely middle school (lol divide 100 by 4?? Right, since this is reality smdh), the second part is barely highschool (and wrong).**I am trying to be nice here as much as I humanly can with as much nonsense as you spoke...So I will just say shame on you.

I will let your divide by 4 simple arithmetic go for the moment. We shall go to your second answer. I am going to attempt to make this as short as possible so I will be only hitting a few points, there are a plethora more to address.

One... you addressed the problem completely incorrect..You are using a measurement of mass instead a measurement of weight. Any actual presentation would be presented in form such as psf...

Two..Your starting figure of 25 kg per bolt is impossible in the real world, thus why I asked you so many follow up questions.

**Please don't ever design a building!**..But I am leaving that alone..As a simple arithmetic it works.

Three..Your calculations with the added load is not correct even using a hypothetical equation ignoring all other real world variables such examples include sheer, deflection, etc etc. Even bypassing all real world variables...You did not provide the dimensions of the point load. However, I do not need that to say the equation is wrong.

Let's just assume your load occupies one square meter in the position you stated on the floor. As I said, ignoring all real world variables, you are still violating UDL, UCL, and N-UDL distribution calculations (which you cannot ignore even in this hypothetical, non realistic equation) None of your load estimates are correct, especially the south and east bolts.

I could continue, there are 6 other things that come to mind off the top of my head, but would require way too much typing I am not in the mood for.

I will say this, despite all the reasons I have stated in this post and many before on why this question is bogus...I will state one more, and will actually get an actually moderately close answer (though not exact and would never fly in an actual presentation).

There is a reason I asked you every single question I did, which obviously you didn't understand so you yelled instead. We will use the structure size and frame size of the floor for the mating surfaces. We will hypothetically assume an 1 and 1/4 quarter inch wide for both, and 6 inch long for the floor mating surface. ( I am also ignoring reality just for this, as no flooring would ever pass code, or even pre design unless it has spandrels or channel plates, but again ignore reality for sake of argument)

So anyways, let's be Sammy safety and use .500 13 thread 325 bolts...So we torque them down, let's say they are the standard spray Telefon coated, that will give them about a .097 COF, so with that said they would torque to almost an even perdy 40 foot pounds.

So with all this said what would be the vertical load on the individual bolts? Almost nil...Why? Because friction of the mating surfaces with the almost 6000 pounds of clamping force per fastener (about 6400 pounds at the bolt bearing, in an eclipsed fashion, no way to figure that without more real world variables) will never be overcome by the available vertical force. So all the force on the bolt is lateral. (You start putting vertical force on bolt shanks, you have structural issues. The process I described is also how heat loads are shared rayzor)

C2 = 1.43(F/Fy)-0.93~ 0.643 for 1.05 < FjFy < 1.35

Just for kicks, if you really wanted to figure your load levels you would use..

Net=(1-0.9r+3.0rd/s) Fu<fu

Along with the equation I provided my last post about this

Find the bolt group centroid

Determine directional vectors for each bolt with distance Rn

Calculate direct shear load for both the weight and applied load(Fv)

Calculate Reaction Moment (M) at the bolt group centroid.

Calculate torsional shear force (Fm)

vector addition of direct and torsional shear for total shear load

Ra=distance from group centroid to bolt A

Rb=distance from group centroid to bolt B

Rc=follow the pattern....

Roughly something like this.

Fv = F/A ; Fm = M*Rn/(Ra^2+Rb^2+Rc^2....)

(though I apologize I don't know how to post the equations 100 percent correct here, but should be close enough)...Though this is still only 20 percent of the info you would need to build a real world answer.

**Edit** I am also leaving alone the fact the actual theoretical floor is impossible (at least with material I know)..Something that can span 31 feet diameter, 830 ish sq feet, only weight 220 pounds yet support 220 pounds plus.....But that is another unimportant issue with an already bogus question.