FEM derivation for plates on elastic foundation ?

In summary, The conversation discusses the different methods used in Finite Element Method (FEM) for soil-structure interaction and how to derive the stiffness matrices for Vlasov foundation. The approach for deriving the stiffness matrices is similar to that of Reissner-Mindlin plates. The stiffness matrices for vertical and horizontal directions are obtained by minimizing the strain energy. The question is how to adopt these methods for triangular FEM elements and how to get derivatives for the z-direction in the shape function. Suggestions are given to use 3D elements or shell elements for this problem and references to meshing libraries are provided for further research. The conversation also briefly discusses the weighted residual and Galerkin approaches for formulating the finite element method.
  • #1
Ronankeating
63
0
Hi All,

I'm familiar with the theory of how the soil can represented by means of FEM and how soil-structure interaction is being established. Most of books are pointing out at the Winkler -springs implemented mostly for beams and quadrilaterals (4 node) FEM elements. There are obviously other methods e.g. two-parameter modified Vlasov foundation which in my idea is best approximation. If it isn't the best, at least it's better than Winkler.

The approach for deriving the stiffness matrices for Vlasov foundaiton are identical to those of Reissner-Mindlin plates, where transverse shear is being taken into account. In order to, represent the vertical and horizontal spring coeff. of soil, corresponding spring coefficients should be found through strain energy equation.

The displacements are given as :
u(x,y,z), v(x,y,z), w(x,y,z)=w(x,y)*[itex]\phi(z)[/itex]

Where [itex]\phi(z)[/itex] is mode shape but not the one obtained from eigen-mode analysis, simply, mode shape that gives the variation of the deflection in the z-direction. For example
[itex]\phi(0)[/itex]=1.0, [itex]\phi(H)[/itex]=0

Obtainig the spring coefficients is:
for vertical spring coeffcient k=[itex]\int^{H}_{0}E*(∂\phi/∂z)^2*dz[/itex]
for horizontal spring coefficient 2t = [itex]\int^{H}_{0}G*(\phi)^2*dz[/itex]

Stiffness matrix for vertical direction is formed by:
Minimizing the strain energy by respect to each component of displacement vector.
(Uk)e=1/2[itex]\int[w(x,y)^T*k*w(x,y)*dA][/itex]
and
[Kek]ij=∂(Uk)e2 / ( ∂2wi*∂2wj) similar procedure is valid horizontal stiffness matrix

Having those in hand,
I wish to addopt that for triangular FEM element which has the shape function as : Ni =ai +bi*x+ci*y where ai, bi, and ci are known from nodal coordinates.
My question is, how can that be addopted to the energy equations and how am I supposed to get derivates for dz where I don't have the any representation for Z-direction in my shape function for triangular element?

Your helps will be appreciated!

Regards,
 
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  • #2
How about doing it in 2D by borrowing elements from plane stress/strain or carrying out the whole exercise in 3D (going for example for wedge or tetrahedral elements, would probably be almost simplest for bilinear bricks)?
 
  • #3
I haven't done FE in a while and admittedly have never done any work on elastic foundations for FEM, so I will probably not be of too much help here. However, my thought is: do you think you really can do it in 2-D? It is a 3-D problem, with deflection in the vertical direction and a simple bilinear plane stress/plane strain element is really intended to model something that doesn't deflect in the direction perpendicular to the plane (although I may have gone wrong here, correct me if I have - as I said, I haven't done this in a while). Maybe a shell element could do here, or as PerennialII pointed out, doing it all in 3-D.
 
  • #4
Thanks in advance,

I agree with you that can be solved with 3D elements. Since all of the 1D, 2D problems are a special case of 3D problems. In most of my test problems hexas nicely converges with 2D planar elements results. But this time I've kindly need to ask you, do you have an hexahedron subdivision algorithm for spatial volumes? I deliberetely searched internet for weeks about simple quad subdivision algorithms(including opensource project) the only thing that I come up was triangle subdivision and commercial subdivisions which costs almost a luxury car pricem which I can't afford.

It seems that I'm familiar with the theory but don't understand it throughly bit by bit, formulation/programming phase of problem is of course another issue. Generally we obtain the stiffness matrix from kinetic, potential energy equation, so what's equilibrium equation(PDE) for? FEM books says that transition is made from weighted residual method or Galerkin approach, but it's not so clear for me.

Your comments will be appreciated,
 
  • #5
If you've access to FE related journals can find reviews which will help, was just looking at Cubit and gmsh meshers for something else and those actually have something which relate to this topic, on a principal level:
http://homepages.cae.wisc.edu/~tautges/slides-10.04.day1.pdf
http://geuz.org/gmsh/doc/texinfo/gmsh.html#Mesh-module
There are a large number of meshing libraries out there which can use as a reference or the library explicitly, like libmesh, meshlab, mesquite, tetgen, gmsh, cubit, triangle , or you might check this if already haven't:
http://www.robertschneiders.de/meshgeneration/software.html

In brief, the weighted residual / Galerkin approach is a fairly general way for formulating the weak form and the balance equations, starting from the PDE. Derivations based on potential energy (or virtual work/power, variational approaches) are an another way to formulate the finite element method, and in certain cases these are all equivalent (the potential energy approach for example having its intrinsic limitations and range of application).
 

Related to FEM derivation for plates on elastic foundation ?

What is FEM derivation for plates on elastic foundation?

FEM (Finite Element Method) derivation for plates on elastic foundation is a numerical method used to analyze the behavior of a plate resting on an elastic foundation. It involves dividing the plate into smaller elements and solving for the displacements and stresses at each element using the governing equations of elasticity and compatibility conditions at the element interfaces.

What are the assumptions made in FEM derivation for plates on elastic foundation?

The main assumptions made in FEM derivation for plates on elastic foundation include:

  • The plate is thin and has a constant thickness
  • The plate is homogeneous and isotropic
  • The plate is resting on a Winkler or Pasternak elastic foundation
  • The plate is subjected to small deformations
  • The plate is loaded with a uniform pressure

What are the steps involved in FEM derivation for plates on elastic foundation?

The steps involved in FEM derivation for plates on elastic foundation are:

  1. Discretization of the plate into smaller elements
  2. Selection of shape functions and interpolation of displacements within each element
  3. Derivation of the element stiffness and load matrices
  4. Assembly of the global stiffness and load matrices by combining the element matrices
  5. Application of boundary conditions to the global matrices
  6. Solving the resulting system of equations to obtain the displacements and stresses at each node

What are the advantages of using FEM derivation for plates on elastic foundation?

Some advantages of using FEM derivation for plates on elastic foundation include:

  • Ability to model complex geometries and boundary conditions
  • Accurate results compared to analytical solutions
  • Efficient use of computational resources
  • Easy implementation of different material and foundation properties
  • Ability to handle non-uniform loads and support conditions

What are the limitations of FEM derivation for plates on elastic foundation?

Some limitations of FEM derivation for plates on elastic foundation include:

  • Requires a good understanding of the theory and numerical methods
  • May require significant computational resources for large and complex problems
  • Assumes linear elastic behavior of the materials and small deformations
  • May produce inaccurate results if the elements are not properly selected or the mesh is not refined enough

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