Recent content by Samppa

Before I tell you what I got from the integration I wanted to make sure that y' is correct.

I thought I just said that I integrated it... How should I have said it to be understandable, please tell me? I suppose since you say I should integrate, I should be getting the right anwers. I'll tell what I get: At 2.1< X ≤ 4.2 y' = (1/73500) * (-11.5X^2 + 96.6X - 152,145) +...

As you say M(x) is usually the bending moment but I didn't want to bother with the integration marks so I decided to name it M''(x). That's all there is to it. Why do you need M to mean something so badly. It shouldn't make a difference if I had named the bending moment SANTA or REINDEER. I...

I can't believe this, again with the markings. I told you that I marked it M''(X) so I don't have to use integration marks, meaning integration S if this is more understandable. In my calculations I also state that M''(X) is the moment. Please read the posts before you answer. This shouldn't...

Dude come on... 23(4.2-x) = -23X + 96.6 I said: Displacement at X = 0 is 0. Since the support is fixed this means M'(0) = 0. The only problem is what to do once the integration has been done. There is no reason to waist time with "wrong" markings, this isn't preliminary school. At least I...

I don't quite know what these boundary conditions would be.

I marked it M''(x) just to make it simple so I don't have to put those integration marks.

It is not incorrect it is exactly what it is supposed to be and as you say it is a bending moment. Displacement at X = 0 is 0. This is why there are no C1X and such in case that is what you are wondering. The support is fixed.

Fine. I attached a picture of the structural model. F = 23 kN L1 = 2.1 m E = 210 000 MPa IA-B = 7*10^-4 m^4 IB-C = 3.5*10^-4 m^4 EIA-B = 147000 kNm^2 EIB-C = 73500 kNm^2 Equation of moment: M''(X) = -23X + 96.6 M(X) = (-23/6)X^3 + 48.3X^2...

I sort of did something like that but I don't get it right. That's why I was hoping someone could provide and example so I could see where I'm going wrong.

Yes, but the problem is how do I make EI a function of x when it changes half-way in the beam. I know the equation of moment obviously. I mean I don't know what to do with the changing EI.

Hi, I'd very much like to know how to calculate deflection of a beam by integrating when flexural rigidity EI is not constant. I tried finding an example on the internet but couldn't find any. Can anyone provide me with one? The problem is driving me nuts.