Remove unneeded tutorial solution files.

tutorials/dynamics/tutorial1/tutorial_1_complete.m

-%% Tutorial 1: Structural Dynamics
-% A frame system with point mass and spring - static and dynamic analysis
-addpath([ '..' filesep '..' filesep '..' filesep ]);
-%% Definition of sections
-s1 = mafe.Section1D(); % for the members
-s1.A   = 5.0e-4; % [m^2] = 0.01m * 0.05m
-s1.Iy  = 1.0e-7; % [m^4] = 0.01m * (0.05m)^3 / 12
-s1.E   = 2.0e11; % [N/m^2]
-s1.rho = 8.0e+3; % [kg/m^3]
-s2 = mafe.Section0D(); % for the point mass (m, but no k)
-s2.m   = 50.0;   % [kg]
-s2.k   = 0.00;   % [N]
-s3 = mafe.Section0D(); % for the point spring (k, but no m)
-s3.m   = 0.00;   % [kg]
-s3.k   = 1000;   % [N]
-%% Definition of nodes in the system
-% Node 1
-n1 = mafe.Node2D( [0.0, 0.0] );
-% Node 2
-n2 = mafe.Node2D( [0.0, 2.5] );
-% Node 3
-n3 = mafe.Node2D( [2.0, 2.5] );
-% Node 4
-n4 = mafe.Node2D( [4.0, 2.5] );
-% Vector of nodes
-nodes = [ n1, n2, n3, n4 ];
-%% Definition of elements in the system
-% Element 1
-e1 = mafe.Member2D( [n1, n2], s1 );
-% Element 2
-e2 = mafe.Member2D( [n2, n3], s1 );
-% Element 3
-e3 = mafe.Member2D( [n3, n4], s1 );
-% Element 4
-e4 = mafe.Point( n3, s2, mafe.DofType.Disp1 );
-% Element 5
-e5 = mafe.Point( n3, s2, mafe.DofType.Disp2 );
-% Element 6
-e6 = mafe.Point( n4, s3, mafe.DofType.Disp1 );
-% vector of elements
-elems = [ e1, e2, e3, e4, e5, e6 ];
-%% Definition of constraints in the system
-% Constraint 1 and 2 (fixed vertically and horizontally at base)
-c1 = mafe.ConstraintNode( n1, mafe.DofType.Disp1, mafe.ConstraintType.Dirichlet, 0.0 );
-c2 = mafe.ConstraintNode( n1, mafe.DofType.Disp2, mafe.ConstraintType.Dirichlet, 0.0 );
-% Constraint 3 (fixed vertically right end)
-c3 = mafe.ConstraintNode( n4, mafe.DofType.Disp2, mafe.ConstraintType.Dirichlet, 0.0 );
-% Constraint 4 (single load)
-c4 = mafe.ConstraintNode( n2, mafe.DofType.Disp1, mafe.ConstraintType.Neumann, 1000. ); % 1000 [N]
-% vector of constraints
-const = [ c1, c2, c3, c4 ];
-%% Setup of the finite element problem
-fep = mafe.FeProblem( nodes, elems, const );
-
-%% -----------------------------------------------------------------------------
-%% Select an analysis type: static
-ana = mafe.FeAnalysisStatic(fep);
-%% Calculate response
-ana.analyse();
-%% Visualise system response
-cla; clf;
-fig = figure(1); subplot('Position',[0.05 0.05 0.90 0.90]); axis equal; hold on;
-xlim([-1 5])
-ylim([-1 3])
-fep.plotSystem('reference');
-fep.plotSystem('deformed');
-fep.printSystem();
-
-
-%% -----------------------------------------------------------------------------
-disp('press key to proceed'); pause;
-%% -----------------------------------------------------------------------------
-%% Select a	n analysis type: dynamic
-ana = mafe.FeAnalysisDynamicFD( fep );
-%% Calculate response
-ana.analyse();
-%% Visualise system response (individual modes of vibration = eigenvectors)
-cla; clf;
-fig = figure(1); subplot('Position',[0.05 0.05 0.90 0.90]); axis equal; hold on;
-xlim([-1 5])
-ylim([-1 3])
-ana.putModeToDof(1, 'real');
-fep.plotSystem('reference');
-fep.plotSystem('deformed');
-
-
-%% -----------------------------------------------------------------------------
-disp('press key to proceed'); pause;
-%% -----------------------------------------------------------------------------
-%% Visualise system response (homogeneous solution for given initial conditions)
-cla; clf;
-fig = figure(1); subplot('Position',[0.05 0.05 0.90 0.90]); axis equal; hold on;
-% apply initial conditions
-modeshape = real(ana.X(:,1:2:fep.ndofs)); % get some selected (or all) modes
-u0 =  1.00 * modeshape(:,1) +  0.00 * modeshape(:,2);
-v0 =  0.00 * modeshape(:,1) +  0.00 * modeshape(:,2);
-ana.applyInitialConditions( u0, v0 );
-% evaluate and plot for given time instants
-% first undamped eigenfrequency is oemga = ~5.9 [rad/s] -> T = 2pi/omega = 1.1 [s]
-for tt = 0:0.02:1.1*2
-    ana.putSolToDof(tt);
-    clf; subplot('Position',[0.05 0.05 0.90 0.90]); axis equal; hold on;
-    xlim([-1 5])
-    ylim([-1 3])
-    fep.plotSystem('reference');
-    fep.plotSystem('deformed');
-    drawnow;
-end

tutorials/dynamics/tutorial2/tutorial_2_forced_complete.m

-%% Tutorial 2: Structural Dynamics
-% A frame system with point mass and spring - free/forced vibration analysis
-addpath([ '..' filesep '..' filesep '..' filesep ]);
-%% Definition of sections
-s1 = mafe.Section1D(); % for the members
-s1.A   = 5.0e-4; % [m^2] = 0.01m * 0.05m
-s1.Iy  = 1.0e-7; % [m^4] = 0.01m * (0.05m)^3 / 12
-s1.E   = 2.0e11; % [N/m^2]
-s1.rho = 8.0e+3; % [kg/m^3]
-s2 = mafe.Section0D(); % for the point mass (m, but no k)
-s2.m   = 50.0;   % [kg]
-s2.k   = 0.00;   % [N]
-s3 = mafe.Section0D(); % for the point spring (k, but no m)
-s3.m   = 0.00;   % [kg]
-s3.k   = 1000;   % [N]
-%% Definition of time function for time-dependent forces/base motions
-tF = mafe.TimeFunction( 2.5, 1.0, 0.0 ); % force: Omega = 2.5 [rad/s], a_c = 1.0, a_s = 0.0
-tU = mafe.TimeFunction( 5.0, 0.0, 1.0 ); % base : Omega = 5.0 [rad/s], a_c = 0.0, a_s = 1.0
-tfuns = [tF, tU];
-%% Definition of nodes in the system
-% Node 1
-n1 = mafe.Node2D( [0.0, 0.0] );
-% Node 2
-n2 = mafe.Node2D( [0.0, 2.5] );
-% Node 3
-n3 = mafe.Node2D( [2.0, 2.5] );
-% Node 4
-n4 = mafe.Node2D( [4.0, 2.5] );
-% Vector of nodes
-nodes = [ n1, n2, n3, n4 ];
-%% Definition of elements in the system
-% Element 1
-e1 = mafe.Member2D( [n1, n2], s1 );
-% Element 2
-e2 = mafe.Member2D( [n2, n3], s1 );
-% Element 3
-e3 = mafe.Member2D( [n3, n4], s1 );
-% Element 4
-e4 = mafe.Point( n3, s2, mafe.DofType.Disp1 );
-% Element 5
-e5 = mafe.Point( n3, s2, mafe.DofType.Disp2 );
-% Element 6
-e6 = mafe.Point( n4, s3, mafe.DofType.Disp1 );
-% vector of elements
-elems = [ e1, e2, e3, e4, e5, e6 ];
-%% Definition of constraints in the system
-% Constraint 1 and 2 (fixed vertically and horizontally at base)
-c1 = mafe.ConstraintNode( n1, mafe.DofType.Disp1, mafe.ConstraintType.Dirichlet, 0.1, tU ); % 0.1 [m] * tU
-c2 = mafe.ConstraintNode( n1, mafe.DofType.Disp2, mafe.ConstraintType.Dirichlet, 0.0 );
-% Constraint 3 (fixed vertically right end)
-c3 = mafe.ConstraintNode( n4, mafe.DofType.Disp2, mafe.ConstraintType.Dirichlet, 0.0 );
-% Constraint 4 (single load)
-c4 = mafe.ConstraintNode( n2, mafe.DofType.Disp1, mafe.ConstraintType.Neumann, 1000., tF ); % 1000 [N] * tF
-% vector of constraints
-const = [ c1, c2, c3, c4 ];
-%% Setup of the finite element problem
-fep = mafe.FeProblem( nodes, elems, const );
-
-%% -----------------------------------------------------------------------------
-%% Select a	n analysis type: dynamic
-ana = mafe.FeAnalysisDynamicFD( fep, tfuns );
-%% Calculate response
-ana.analyse();
-%% apply initial conditions
-modeshape = real(ana.X(:,1:2:fep.ndofs)); % get some selected (or all) modes
-u0 =  1.00 * modeshape(:,1) +  0.00 * modeshape(:,2);
-v0 =  0.00 * modeshape(:,1) +  0.00 * modeshape(:,2);
-ana.applyInitialConditions( u0, v0 );
-
-%% -----------------------------------------------------------------------------
-%% Visualise system response (individual modes of vibration = eigenvectors)
-cla; clf;
-fig = figure(1); subplot('Position',[0.05 0.05 0.90 0.90]); axis equal; hold on;
-xlim([-1 5])
-ylim([-1 3])
-
-ana.putModeToDof(1, 'real');
-fep.plotSystem('deformed');
-ana.putModeToDof(3, 'real');
-fep.plotSystem('deformed');
-fep.plotSystem('reference');
-
-%% -----------------------------------------------------------------------------
-disp('press key to proceed'); pause;
-%% -----------------------------------------------------------------------------
-%% Visualise system response (homogeneous solution for given initial conditions)
-cla; clf;
-fig = figure(1); subplot('Position',[0.05 0.05 0.90 0.90]); axis equal; hold on;
-% evaluate and plot for given time instants
-% first undamped eigenfrequency is omega = ~5.9 [rad/s] -> T = 2pi/omega = 1.1 [s]
-for tt = 0:0.02:1.1*2
-    ana.putSolToDof(tt);
-    clf; subplot('Position',[0.05 0.05 0.90 0.90]); axis equal; hold on;
-    xlim([-1 5])
-    ylim([-1 3])
-    fep.plotSystem('reference');
-    fep.plotSystem('deformed');
-    drawnow;
-end

tutorials/dynamics/tutorial2/tutorial_2_free_complete.m

-%% Tutorial 2: Structural Dynamics
-% A frame system with point mass and spring - free/forced vibration analysis
-addpath([ '..' filesep '..' filesep '..' filesep ]);
-%% Definition of sections
-s1 = mafe.Section1D(); % for the members
-s1.A   = 5.0e-4; % [m^2] = 0.01m * 0.05m
-s1.Iy  = 1.0e-7; % [m^4] = 0.01m * (0.05m)^3 / 12
-s1.E   = 2.0e11; % [N/m^2]
-s1.rho = 8.0e+3; % [kg/m^3]
-s2 = mafe.Section0D(); % for the point mass (m, but no k)
-s2.m   = 50.0;   % [kg]
-s2.k   = 0.00;   % [N]
-s3 = mafe.Section0D(); % for the point spring (k, but no m)
-s3.m   = 0.00;   % [kg]
-s3.k   = 1000;   % [N]
-%% Definition of nodes in the system
-% Node 1
-n1 = mafe.Node2D( [0.0, 0.0] );
-% Node 2
-n2 = mafe.Node2D( [0.0, 2.5] );
-% Node 3
-n3 = mafe.Node2D( [2.0, 2.5] );
-% Node 4
-n4 = mafe.Node2D( [4.0, 2.5] );
-% Vector of nodes
-nodes = [ n1, n2, n3, n4 ];
-%% Definition of elements in the system
-% Element 1
-e1 = mafe.Member2D( [n1, n2], s1 );
-% Element 2
-e2 = mafe.Member2D( [n2, n3], s1 );
-% Element 3
-e3 = mafe.Member2D( [n3, n4], s1 );
-% Element 4
-e4 = mafe.Point( n3, s2, mafe.DofType.Disp1 );
-% Element 5
-e5 = mafe.Point( n3, s2, mafe.DofType.Disp2 );
-% Element 6
-e6 = mafe.Point( n4, s3, mafe.DofType.Disp1 );
-% vector of elements
-elems = [ e1, e2, e3, e4, e5, e6 ];
-%% Definition of constraints in the system
-% Constraint 1 and 2 (fixed vertically and horizontally at base)
-c1 = mafe.ConstraintNode( n1, mafe.DofType.Disp1, mafe.ConstraintType.Dirichlet, 0.0 );
-c2 = mafe.ConstraintNode( n1, mafe.DofType.Disp2, mafe.ConstraintType.Dirichlet, 0.0 );
-% Constraint 3 (fixed vertically right end)
-c3 = mafe.ConstraintNode( n4, mafe.DofType.Disp2, mafe.ConstraintType.Dirichlet, 0.0 );
-% Constraint 4 (single load)
-c4 = mafe.ConstraintNode( n2, mafe.DofType.Disp1, mafe.ConstraintType.Neumann, 1000. ); % 1000 [N]
-% vector of constraints
-const = [ c1, c2, c3, c4 ];
-%% Setup of the finite element problem
-fep = mafe.FeProblem( nodes, elems, const );
-
-%% -----------------------------------------------------------------------------
-%% Select a	n analysis type: dynamic
-ana = mafe.FeAnalysisDynamicFD( fep );
-%% Calculate response
-ana.analyse();
-%% apply initial conditions
-modeshape = real(ana.X(:,1:2:fep.ndofs)); % get some selected (or all) modes
-u0 =  1.00 * modeshape(:,1) +  0.50 * modeshape(:,2);
-v0 =  0.10 * modeshape(:,1) +  0.10 * modeshape(:,2);
-ana.applyInitialConditions( u0, v0 );
-
-%% -----------------------------------------------------------------------------
-%% Visualise system response (individual modes of vibration = eigenvectors)
-cla; clf;
-fig = figure(1); subplot('Position',[0.05 0.05 0.90 0.90]); axis equal; hold on;
-xlim([-1 5])
-ylim([-1 3])
-
-ana.putModeToDof(1, 'real');
-fep.plotSystem('deformed');
-ana.putModeToDof(3, 'real');
-fep.plotSystem('deformed');
-fep.plotSystem('reference');
-
-%% -----------------------------------------------------------------------------
-disp('press key to proceed'); pause;
-%% -----------------------------------------------------------------------------
-%% Visualise system response (homogeneous solution for given initial conditions)
-cla; clf;
-fig = figure(1); subplot('Position',[0.05 0.05 0.90 0.90]); axis equal; hold on;
-% evaluate and plot for given time instants
-% first undamped eigenfrequency is omega = ~5.9 [rad/s] -> T = 2pi/omega = 1.1 [s]
-for tt = 0:0.02:1.1*2
-    ana.putSolToDof(tt);
-    clf; subplot('Position',[0.05 0.05 0.90 0.90]); axis equal; hold on;
-    xlim([-1 5])
-    ylim([-1 3])
-    fep.plotSystem('reference');
-    fep.plotSystem('deformed');
-    drawnow;
-end