# The System of elasticity#

**Elasticity**

Solid objects deform under the action of applied forces:

a point in the solid, originally at (x,y,z) will come to (X,Y,Z) after some time; the vector \mathbf{u}=(u_1,u_2,u_3) = (X-x, Y-y, Z-z) is called the displacement. When the displacement is small and the solid is elastic, Hooke's law gives a relationship between the stress tensor \sigma(u)=(\sigma_{ij}(u) ) and the strain tensor \epsilon(u)=\epsilon_{ij}(u)

where the Kronecker symbol \delta_{ij} = 1 if i=j, 0 otherwise, with

and where \lambda, \mu are two constants that describe the mechanical properties of the solid, and are themselves related to the better known constants E, Young's modulus, and \nu, Poisson's ratio:

**Lamé's system**

Let us consider a beam with axis Oz and with perpendicular section \Omega. The components along x and y of the strain {\bf u}(x) in a section \Omega subject to forces {\bf f} perpendicular to the axis are governed by

where \lambda ,\mu are the Lamé coefficients introduced above.

Remark, we do not use this equation because the associated variational form does not give the right boundary condition, we simply use

where the corresponding variational form is:

where : denotes the tensor scalar product, i.e. a: b = \sum_{i,j} a_{ij}b_{ij}.

So the variational form can be written as :

Example

Consider an elastic plate with the undeformed rectangle shape [0,20]\times [-1,1].

The body force is the gravity force \mathbf{f} and the boundary force \mathbf{g} is zero on lower, upper and right sides. The left vertical side of the beam is fixed. The boundary conditions are

Here {\bf u}=(u,v) has two components.

The above two equations are strongly coupled by their mixed derivatives, and thus any iterative solution on each of the components is risky. One should rather use FreeFem++'s system approach and write:

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 | // Parameters real E = 21e5; real nu = 0.28; real f = -1; // Mesh mesh Th = square(10, 10, [20*x,2*y-1]); // Fespace fespace Vh(Th, P2); Vh u, v; Vh uu, vv; // Macro real sqrt2=sqrt(2.); macro epsilon(u1,u2) [dx(u1),dy(u2),(dy(u1)+dx(u2))/sqrt2] // // The sqrt2 is because we want: epsilon(u1,u2)'* epsilon(v1,v2) $== \epsilon(\bm{u}): \epsilon(\bm{v})$ macro div(u,v) ( dx(u)+dy(v) ) // // Problem real mu= E/(2*(1+nu)); real lambda = E*nu/((1+nu)*(1-2*nu)); solve lame([u, v], [uu, vv]) = int2d(Th)( lambda * div(u, v) * div(uu, vv) + 2.*mu * ( epsilon(u,v)' * epsilon(uu,vv) ) ) - int2d(Th)( f*vv ) + on(4, u=0, v=0) ; // Plot real coef=100; plot([u, v], wait=1, ps="lamevect.eps", coef=coef); // Move mesh mesh th1 = movemesh(Th, [x+u*coef, y+v*coef]); plot(th1,wait=1,ps="lamedeform.eps"); // Output real dxmin = u[].min; real dymin = v[].min; cout << " - dep. max x = "<< dxmin << " y=" << dymin << endl; cout << " dep. (20, 0) = " << u(20, 0) << " " << v(20, 0) << endl; |

The numerical results are shown on figure 1 and the output is:

1 2 3 4 5 6 | -- square mesh : nb vertices =121 , nb triangles = 200 , nb boundary edges 40 -- Solve : min -0.00174137 max 0.00174105 min -0.0263154 max 1.47016e-29 - dep. max x = -0.00174137 y=-0.0263154 dep. (20,0) = -1.8096e-07 -0.0263154 times: compile 0.010219s, execution 1.5827s |

Fig. 1 : Solution of Lamé's equations for elasticity for a 2D beam deflected by its own weight and clamped by its left vertical side. Result are shown with a amplification factor equal to 100. The size of the arrow is automatically bound, but the color gives the real length. |
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