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Torii_ex0_stab1.m
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Torii_ex0_stab1.m
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% Stability analysis example of 3D truss structure computed employing frame elements
%
% Topology taken from Torii, A.J., Lopez, R.H. & Miguel, L.F.F.
% Modeling of global and local stability in optimization of truss-like structures using frame elements.
% Struct Multidisc Optim 51, 1187–1198 (2015). https://doi.org/10.1007/s00158-014-1203-y
%
% (c) S. Glanc, M. Leps 2024
%
clear
close all
clc
addpath 'framesFEM'
%% Sections
%
nSections = 6 ; % number of cross-sections
r0 = 10*10^-3 % minimal radius 10 mm ; Original settings from (Torii et al., 2015) is r0 = 40*10^-3 mm
sections.A = (15*pi*(ones(nSections,1)*r0).^2)/64 ; % cross section area
for j = 1:nSections
sections.Iy(j,1) = sections.A(j)^2*113/(60*pi) ; % moment of inertia
end
sections.Iz = sections.Iy; % moment of inertia
sections.Ix = sections.Iy*2; % moment of inertia
sections.E = ones(nSections,1) * 210*10^9; % Young moduli of individual elements of beam
sections.v = ones(nSections,1) * 0.3; % Young moduli of individual elements of beam
ndisc = 8; % number of FEM elements per beam
%% Nodes
nodes.x = [0;2;0;2;4]; % x coordinates of nodes
nodes.y = [0;0;0;0;0]; % y coordinates of nodes
nodes.z = [0;0;2;2;2]; % z coordinates of nodes
nodes.nnodes = numel(nodes.x); % number of nodes
%% Supports
kinematic.x.nodes = [1;3]; % node indices with restricted x-direction displacements
kinematic.y.nodes = [1;3]; % node indices with restricted y-direction displacements
kinematic.z.nodes = [1;3]; % node indices with restricted z-direction displacements
kinematic.rx.nodes = []; % node indices with restricted x-direction rotations
kinematic.ry.nodes = []; % node indices with restricted y-direction rotations
kinematic.rz.nodes = [1;3]; % node indices with restricted z-direction rotations
nodes.dofs = true(nodes.nnodes,6); % no kinematic boundary conditions
nodes.dofs(kinematic.x.nodes,1) = false; % mark prevented movement in x-direction
nodes.dofs(kinematic.y.nodes,2) = false; % mark prevented movement in y-direction
nodes.dofs(kinematic.z.nodes,3) = false; % mark prevented movement in z-direction
nodes.dofs(kinematic.rx.nodes,4) = false; % mark prevented rotation in x-direction
nodes.dofs(kinematic.ry.nodes,5) = false; % mark prevented rotation in y-direction
nodes.dofs(kinematic.rz.nodes,6) = false; % mark prevented rotation in z-direction
%% Beams
beams.nodesHead = [1;3;3;2;4;2]; % elements starting nodes
beams.nodesEnd = [2;2;4;4;5;5]; % elements ending nodes
beams.nbeams = numel(beams.nodesHead); % number of beams
beams.disc = ones(beams.nbeams,1)*ndisc; % disretization of beams
beams.sections = 1:nSections; % id of sections to beams
%% Ground structure % graph with nodes and beams
plot3([nodes.x(beams.nodesHead) nodes.x(beams.nodesEnd)]', ...
[nodes.y(beams.nodesHead) nodes.y(beams.nodesEnd)]', ...
[nodes.z(beams.nodesHead) nodes.z(beams.nodesEnd)]', ...
'k','LineWidth',3);
hold on;
scatter3(nodes.x, nodes.y, nodes.z, 'black', 'filled', 'o');
axis equal;
xlim([min(nodes.x)-0.1,max(nodes.x)+0.1]); % to avoid tight limits
ylim([min(nodes.y)-0.1,max(nodes.y)+0.1]); % to avoid tight limits
zlim([min(nodes.z)-0.1,max(nodes.z)+0.1]); % to avoid tight limits
grid on
%% Loads
loads.y.nodes = []; % node indices with x-direction forces
loads.y.value = []; % magnitude of the x-direction forces
loads.x.nodes = []; % node indices with y-direction forces
loads.x.value = []; % magnitude of the y-direction forces
loads.z.nodes = [5]; % node indices with z-direction forces
loads.z.value = [-1000]; % magnitude of the z-direction forces
loads.rx.nodes = []; % node indices with x-direction moments
loads.rx.value = []; % magnitude of the x-direction moments
loads.ry.nodes = []; % node indices with y-direction moments
loads.ry.value = []; % magnitude of the y-direction moments
loads.rz.nodes = []; % node indices with z-direction moments
loads.rz.value = [];
%% Force vector
forceVector = sparse([loads.x.nodes*6-5; loads.y.nodes*6-4; loads.z.nodes*6-3;...
loads.rx.nodes*3-2; loads.ry.nodes*3-1; loads.rz.nodes*3],...
1,[loads.x.value; loads.y.value; loads.z.value;loads.rx.value;...
loads.ry.value; loads.rz.value],nodes.nnodes*6, 1);
f = forceVector(reshape(reshape(nodes.dofs.',[],1).', 1, [])');
%% FEM
nodes.ndofs = sum(sum(nodes.dofs)); % number of unknown dofs
beams.vectorX = beamVertexFn(beams,nodes); % X vectors for beams
beams.codeNumbers = codeNumbersFn(beams,nodes); % beam code numbers
beams.XY = XYtoBeamsFn(beams); % define the XY plane for beams
elements = discretizationBeamsFn(beams,nodes); % discretisation of beams into elements
elements.XY = XYtoElementFn(beams); % XY plane assignment for elemtns
elements.sections = sectionToElementFn(sections,beams); % sections assignment for elemtns
elements.ndofs = max(max(elements.codeNumbers)); % number of unknown dofs for elements
% Linear analysis
endForces.global = sparse(elements.ndofs,1);
endForces.global(1:max(max(beams.codeNumbers))) = f; % assembly force vector
transformationMatrix = transformationMatrixFn(elements); % local and global transformation matrix and lengths in struct
stiffnesMatrix = stiffnessMatrixFn(elements,transformationMatrix); % local and global stifness matrix in struct
[endForces.local, displ] = endForcesFn(stiffnesMatrix,endForces,...
transformationMatrix,elements); % Solving FEM -> u = K\f
% Stability
geometricMatrix = geometricMatrixFnV2(elements,transformationMatrix,endForces); % Geometric stiffness matrix
volume = sum(elements.sections.A .* transformationMatrix.lengths);
Results = criticalLoadFn(stiffnesMatrix.global,geometricMatrix.global,100);
[sortedValues,sortedVectors]= sortValuesVectorFn(Results.values,Results.vectors);
%% Post-procesing
disp('= Section areas ========')
fprintf('A%d = %f\n', [(1:nSections)', sections.A]');
fprintf('Volume: %f\n', value(volume));
disp('= Five smallest critical loads =======')
fprintf('lambda%d = %f\n', [(1:numel(sortedValues(1:5)))', value(sortedValues(1:5))]');
for i = 1:beams.nbeams
idR = 1:12;
idC = (i-1)*ndisc + 1 : i*ndisc;
endForces.beams{i} = endForces.local(idR, idC);
N(1,i)=endForces.beams{i}(7,1);
end
N = full(N'/1000);
disp('= Normal forces ========')
fprintf('N%d = %f kN \n', [(1:numel(N))', value(N)]');
sigma = N./value(sections.A)/1000;
disp('= Normal stresses ======')
fprintf('sigma%d = %f MPa \n', [(1:numel(sigma))', value(sigma)]');
% Graph of deformed structure
graphValueId = 1;
graphScale = 3;
graph = deformationGraphFn(nodes,beams,sortedVectors(:,graphValueId),graphScale);