%% ---------- STEP 6: DISPLAY RESULTS ---------- % Nodal displacements fprintf('\n===== NODAL DISPLACEMENTS (m) =====\n'); for n = 1:numNodes ux = U(2*n-1); uy = U(2*n); fprintf('Node %d: ux = %.4e, uy = %.4e\n', n, ux, uy); end
: Scripts allow for easy modification of element types, shape functions, and nonlinear solvers (like Newton-Raphson ) that might be "black boxes" in other software.
The best way to learn is by example. The following case studies highlight a progression of skills, from simple structural mechanics to complex, coupled-physics simulations. matlab codes for finite element analysis m files
% Apply boundary conditions K(1, :) = 0; K(1, 1) = 1; F(1) = 0; K(end, :) = 0; K(end, end) = 1; F(end) = 0;
% Solve for Displacements U = zeros(DOF, 1); U(free_dofs) = K(free_dofs, free_dofs) \ F(free_dofs); %% ---------- STEP 6: DISPLAY RESULTS ---------- %
% Plot the solution plot(x, u);
function ke = BarElementKe(E, A, L) % BarElementKe Returns element stiffness matrix for a 1D bar % E : Young's modulus % A : Cross-sectional area % L : Length ke = (E*A/L) * [1 -1; -1 1]; end % Apply boundary conditions K(1, :) = 0;
The code computes:
What you are using (1D bar, 2D plane stress, 3D solid, plate bending)?