center_crack_diffraction.m

efg code with matlab

% *************************************************************************
%                 TWO DIMENSIONAL ELEMENT FREE GALERKIN CODE
%                            Nguyen Vinh Phu
%                        LTDS, ENISE, Juillet 2006
% *************************************************************************

% Description:
% This is a simple Matlab code of the EFG method which is the most familiar
% meshless methods using MLS approximation and Galerkin procedure to derive
% the discrete equations.
% Domain of influence can be : (1) circle and (2) rectangle
% Weight function : cubic or quartic spline function
% Nodes can be uniformly distributed nodes or randomly distributed
% (in the latter case, this is read from a finite element mesh file)
% Numerical integration is done with background mesh
% Essential boundary condition is imposed using Lagrange multipliers or
% penalty method.
% In case of Lagrange multipliers, but use the Dirac delta function to
% approximate lamda, we obtain the boundary point collocation method
% For fracture mechanics, the enriched EFG is used. This is a local PUM
% enrichment scheme which has the form:
%
%           u = N_i * u_i + N_j * H(x) * a_j + N_k * (B_i * b_ik)
%  with H(x) / Heaviside function and B_i(x) the branch functions
%  u_i, a_j and B_ik are nodal parameters.

% External utilities: the mesh, post processing is done with the Matlab
% code of Northwestern university, Illinois, USA

% *************************************************************************

% Problem: the infinite plate with centered crack under tension

% +++++++++++++++++++++++++++++++++++++
%          PROBLEM INPUT DATA
% +++++++++++++++++++++++++++++++++++++

clear all
clc
state = 0;
tic;     % help us to see the time required for each step

% Dimension of the domain (it is simply a rectangular region L x W)
D = 10 ;
L = 10 ;

% Material properties
E  = 1e7 ;
nu = 0.3 ;
stressState='PLANE_STRAIN';

% Loading
sigmato = 1e4  ;

% Crack data
a = 4.8 ;               % modeled crack length
cracklength=100;        % real crack length
xCr  = [0 D/2; a D/2];
xTip = [a D/2];
seg  = xCr(2,:) - xCr(1,:);   % tip segment
alpha = atan2(seg(2),seg(1)); % inclination angle
QT=[cos(alpha) sin(alpha); -sin(alpha) cos(alpha)];

% Inputs special to meshless methods, domain of influence

shape = 'circle' ;         % shape of domain of influence
dmax  = 1.3 ;              % radius = dmax * nodal spacing
form  = 'cubic_spline' ;   % using cubic spline weight function

% Choose method to impose essential boundary condition
% disp_bc_method = 1 : Lagrange multiplier method
% disp_bc_method = 2 : Penalty method

disp_bc_method = 1 ;

% If Lagrange multiplier is used, choose approximation to be used for lamda
% la_approx = 100 ;       % using finite element approximation
% la_approx = 200 ;       % using point collocation method
if disp_bc_method == 1
    la_approx = 200 ;
end

% If penalty function is used, then choose "smart" penalty number :-)
if disp_bc_method == 2
    alpha = 1e7 ;           % penalty number
end

% +++++++++++++++++++++++++++++++++++++
%            NODE GENERATION
% +++++++++++++++++++++++++++++++++++++
% Steps:
%  1. Node coordinates
%  2. Nodes' weight function including : shape (circle or rectangle), size
%  and form (quartic spline or the other)

disp([num2str(toc),'   NODE GENERATION'])

% Node density defined by number of nodes along two directions
nnx = 14 ;
nny = 14  ;

% node generation, node is of size (nnode x 2)
% Corner points of the rectangle domain
pt1 = [0 0];
pt2 = [D 0];
pt3 = [D L];
pt4 = [0 L];
node = square_node_array(pt1,pt2,pt3,pt4,nnx,nny);
numnode = size(node,1);

% Define boundaries
% Bottom, right and top edges are imposed by exact displacement

uln=nnx*(nny-1)+1;       % upper left node number
urn=nnx*nny;             % upper right node number
lrn=nnx;                 % lower right node number
lln=1;                   % lower left node number
cln=nnx*(nny-1)/2+1;     % node number at (0,0)

rightEdge= [ lrn:nnx:(uln-1); (lrn+nnx):nnx:urn ]';
leftEdge = [ uln:-nnx:(lrn+1); (uln-nnx):-nnx:1 ]';
topEdge  = [ uln:1:(urn-1); (uln+1):1:urn ]';
botEdge  = [ lln:1:(lrn-1); (lln+1):1:lrn ]';

% get nodes on essential boundaries
botNodes   = unique(botEdge);
rightNodes = unique(rightEdge);
topNodes   = unique(topEdge);
leftNodes  = unique(leftEdge);

disp_nodes = [botNodes ; rightNodes; topNodes];

num_disp_nodes = length(disp_nodes);

% Domain of influence for every nodes
% Uniformly distributed nodes
% Definition : rad = dmax*max(deltaX,deltaY)
% deltaX,deltaY are nodal spacing along x,y directions

deltaX = L/(nnx-1);
deltaY = D/(nny-1);
delta  = max(deltaX,deltaY);
di     = ones(1,numnode)*dmax*delta ;

% +++++++++++++++++++++++++++++++++++++
%            GAUSS POINTS
% +++++++++++++++++++++++++++++++++++++
% Steps:
% 1. Mesh generation using available meshing algorithm of FEM
% 2. Using isoparametric mapping to transform Gauss points defined in each
%   element (background element) to global coordinates

disp([num2str(toc),'   BUILD GAUSS POINT FOR DOMAIN '])

% Meshing, Q4 elements
inc_u = 1;
inc_v = nnx;
node_pattern = [ 1 2 nnx+2 nnx+1 ];
element = make_elem(node_pattern,nnx-1,nny-1,inc_u,inc_v);

% Building Gauss points
[w,q]=quadrature(6, 'GAUSS', 2 );  % 4x4 Gaussian quadrature for each cell
W = [];
Q = [];
J = [];
for e = 1 : size(element,1)        % element loop
    sctr=element(e,:);             % element scatter vector
    for i = 1:size(w,1)                        % quadrature loop
        pt=q(i,:);                             % quadrature point
        wt=w(i);                               % quadrature weight
        [N,dNdxi]=lagrange_basis('Q4',pt);     % Q4 shape functions
        J0=node(sctr,:)'*dNdxi;                % element Jacobian matrix
        Q = [Q; N' * node(sctr,:)];            % global Gauss point
        W = [W; wt];                           % global Gauss point
        J = [J; det(J0)];
    end
end
clear w,q ;

% +++++++++++++++++++++++++++++++++++++
%  PLOT NODES,BACKGROUND MESH, GPOINTS
% +++++++++++++++++++++++++++++++++++++
disp([num2str(toc),'   PLOT NODES AND GAUSS POINTS'])
figure
hold on
cntr = plot([0,L,L,0,0],[0,0,D,D,0]);
set(cntr,'LineWidth',3)
h = plot(node(:,1),node(:,2),'bo');
set(h,'MarkerSize',10.5);
cr = plot(xCr(:,1),xCr(:,2),'r-');
set(cr,'LineWidth',3)
plot(node(disp_nodes,1),node(disp_nodes,2),'ks');
axis equal
axis off


figure
hold on
cntr = plot([0,L,L,0,0],[0,0,D,D,0]);
set(cntr,'LineWidth',3)
plot_mesh(node,element,'Q4','--');
plot(Q(:,1),Q(:,2),'r*');
cr = plot(xCr(:,1),xCr(:,2),'r-');
set(cr,'LineWidth',3)
axis off

% +++++++++++++++++++++++++++++++++++++
%          DOMAIN ASSEMBLY
% +++++++++++++++++++++++++++++++++++++
disp([num2str(toc),'   DOMAIN ASSEMBLY'])

% Initialisation

total_num_node = numnode + size(split_nodes,2)*1 + size(tip_nodes,2)*4 ;
K = sparse(2*total_num_node,2*total_num_node);
f = zeros(2*total_num_node,1);

if ( strcmp(stressState,'PLANE_STRESS') )
    C=E/(1-nu^2)*[ 1   nu 0;
        nu  1  0 ;
        0   0  0.5*(1-nu) ];
else
    C=E/(1+nu)/(1-2*nu)*[ 1-nu  nu  0;
        nu    1-nu 0;
        0     0  0.5-nu ];
end

% --------------------------
%    Loop on Gauss points
% --------------------------

for igp = 1 : size(W,1)
    pt = Q(igp,:);                             % quadrature point
    wt = W(igp);                               % quadrature weight

    % ----------------------------------------------
    % find nodes in neighbouring of Gauss point pt
    % ----------------------------------------------
    [index] = define_support(node,pt,di);

    % --------------------------------------
    %   compute B matrix, K matrix
    % --------------------------------------
    % Loop on nodes within the support, compute dPhi of each node
    % Then get the B matrix
    % Finally assemble to the K matrix

    B = zeros(3,2*size(index,2)) ;
    en = zeros(1,2*size(index,2));  
    [phi,dphidx,dphidy] = MLS_ShapeFunction(pt,index,node,di,form);
    for m = 1 : size(index,2)      
        B(1:3,2*m-1:2*m) = [dphidx(m) 0 ; 
                           0 dphidy(m);
                           dphidy(m) dphidx(m)];
        en(2*m-1) = 2*index(m)-1;
        en(2*m  ) = 2*index(m)  ;
    end
    K(en,en) = K(en,en) + B'*C*B * W(igp)*J(igp) ;
end

% +++++++++++++++++++++++++++++++++++++
%    INTEGRATE ON TRACTION BOUNDARY
% +++++++++++++++++++++++++++++++++++++
% Steps:
% 1. Build up Gauss points on the boundary, 4 GPs are used
% 2. Loop on these GPs to form the f vector
disp([num2str(toc),'   No imposed traction in this problem'])


% +++++++++++++++++++++++++++++++++++++
%   INTEGRATE ON DISPLACEMENT BOUNDARY
% +++++++++++++++++++++++++++++++++++++
% Steps:
% 1. Build up Gauss points on the boundary, 4 GPs are used
% 2. Loop on these GPs to form the vector q and matrix G

disp([num2str(toc),'   INTEGRATION ON DISPLACEMENT BOUNDARY'])

% 4 point quadrature for each "1D element"
[W1,Q1]=quadrature(4, 'GAUSS', 1 ); 

% --------------------------------------
%   Generation of Gauss points
% --------------------------------------
Wu = [];
Qu = [];