YouTube FEA Comment Reply

I was wondering what the technique is called that you used on the K matrix before solving for U?
The one where it takes the BC and makes 0 rows and columns, and then makes the K(i,i)=1 at the BC – GoPDemon

I first convert the boundary matrix into a vector so that it is easier to deal with. The code just creates an empty vector the correct size, then fills it with the rows and columns of the user defined boundary points.

Then, to apply to boundary conditions to the stiffness matrix, I scan the new vector BC for fixed points (1). At these points, the row and column of K is zero’d and the diagonal set to 1.

Hope that was the explanation you meant.

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3 thoughts on “YouTube FEA Comment Reply”

  1. Thanks for the reply.

    I was wondering if there was a name for this technique? I am currently taking an FEA course in university and the only similar technique I was given was
    http://imgur.com/x3U67

    One step of my assignment is to actually do a matlab FEA program. My professor gave us this method,

    But it gives me unreasonably low results for this bike frame (it worked for a simple truss).

    Using the method you described above gave me reasonable results (change in length by mm’s, using my professors method gave me extremely low results.

    Since my professor never mentioned your method in the results, I was looking for a reference name to the technique you used to see if I can explain it to him.

  2. It’s been a while since I did it but I believe it is part of the direct stiffness method; assuming each element is a uniform spring, any fixed points are assumed to have zero displacement.

    Since k.u = f any zero in the displacement vector u will eliminate the corresponding row and column on the same index of the k matrix. Using the matrix in that question as an example, if u_1 is known to be zero, rows k_{1n} and columns k_{n2} are also zero. It’s a simplification and clearly not real world as no materials deform uniformly.

    There are methods to non-linearise this, but they are much more complex to programme. I believe most commercial packages use this but with millions of elements.

    http://en.wikipedia.org/wiki/Direct_stiffness_method

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