%% *Soil-structure interaction: 2d Portal Frame* % This live script is written as a guided walkthrough for a post-processing % workflow. It focuses on retrieving, organizing, and visualizing model or response % data after an OpenSees analysis. Read the text cells first, then run each code % cell in order so that the variables, model state, and recorded results are available % for the later sections. % % This example originates from the GitHub repository maintained by Professor % Quan Gu of Xiamen University: % % [OpenSeesXMU/A-practical-guide-to-OpenSees---examples](https://github.com/OpenSeesXMU/A-practical-guide-to-OpenSees---examples/tree/master) % % clc; clear; close all; opsm = OpenSeesMatlab(); ops = opsm.opensees; % Model % This section creates the finite-element idealization used by the rest of the % example. Check the dimensions, tags, and connectivity here before moving on. %% ------------------------------------------------------------------------ % Xiamen University example % Soil-structure interaction analysis of a two-story frame on foundation soil % % Original unit system: % length : m % mass : ton % time : sec % force : kN % stress : kPa % % Notes % ----- % Soil nodes use ndf = 2 (no rotational DOF), while frame nodes use ndf = 3. % Therefore, they must be modeled separately. % % In this example, coincident frame and soil nodes are tied by equalDOF. % Relative slip at the interface is neglected for simplicity. % % The original Tcl file uses quadWithSensitivity, which is treated here % as a quad-type plane strain soil element with the same arguments. %% ------------------------------------------------------------------------ ops.wipe(); %% ------------------------------------------------------------------------ % Frame model (2D, 3 DOF per node) %% ------------------------------------------------------------------------ ops.model('basic', '-ndm', 2, '-ndf', 3); % Lumped masses of frame nodes framemass1 = 15.0; framemass2 = 30.0; framemass3 = 4.0; %% ------------------------------------------------------------------------ % Define frame nodes % Node format: % node(tag, x, y) % mass(tag, mx, my, mrz) %% ------------------------------------------------------------------------ ops.node(1, 0.0, 0.0); ops.mass(1, framemass1, framemass1, 0.0); ops.node(2, 0.0, 3.6); ops.mass(2, framemass1, framemass1, 0.0); ops.node(3, 0.0, 7.2); ops.mass(3, framemass1, framemass1, 0.0); ops.node(4, 7.0, 0.0); ops.mass(4, framemass2, framemass2, 0.0); ops.node(5, 7.0, 3.6); ops.mass(5, framemass2, framemass2, 0.0); ops.node(6, 7.0, 7.2); ops.mass(6, framemass2, framemass2, 0.0); ops.node(7, 14.0, 0.0); ops.mass(7, framemass1, framemass1, 0.0); ops.node(8, 14.0, 3.6); ops.mass(8, framemass1, framemass1, 0.0); ops.node(9, 14.0, 7.2); ops.mass(9, framemass1, framemass1, 0.0); ops.node(10, 0.0, -2.4); ops.mass(10, framemass3, framemass3, 0.0); ops.node(11, 0.0, -1.2); ops.mass(11, framemass3, framemass3, 0.0); ops.node(12, 7.0, -2.4); ops.mass(12, framemass3, framemass3, 0.0); ops.node(13, 7.0, -1.2); ops.mass(13, framemass3, framemass3, 0.0); ops.node(14, 14.0, -2.4); ops.mass(14, framemass3, framemass3, 0.0); ops.node(15, 14.0, -1.2); ops.mass(15, framemass3, framemass3, 0.0); %% ------------------------------------------------------------------------ % Record frame nodal responses %% ------------------------------------------------------------------------ % ops.recorder('Node', '-file', 'disp6.out', '-time', '-node', 6, '-dof', 1, 2, 'disp'); % ops.recorder('Node', '-file', 'disp5.out', '-time', '-node', 5, '-dof', 1, 2, 'disp'); % ops.recorder('Node', '-file', 'disp4.out', '-time', '-node', 4, '-dof', 1, 2, 'disp'); %% ------------------------------------------------------------------------ % Gravity loads on frame nodes %% ------------------------------------------------------------------------ upperload1 = -framemass1 * 10.0; upperload2 = -framemass2 * 10.0; download3 = -framemass3 * 10.0; ops.timeSeries('Constant', 2); ops.pattern('Plain', 2, 2); ops.load(1, 0.0, upperload1, 0.0); ops.load(2, 0.0, upperload1, 0.0); ops.load(3, 0.0, upperload1, 0.0); ops.load(4, 0.0, upperload2, 0.0); ops.load(5, 0.0, upperload2, 0.0); ops.load(6, 0.0, upperload2, 0.0); ops.load(7, 0.0, upperload1, 0.0); ops.load(8, 0.0, upperload1, 0.0); ops.load(9, 0.0, upperload1, 0.0); ops.load(10, 0.0, download3, 0.0); ops.load(11, 0.0, download3, 0.0); ops.load(12, 0.0, download3, 0.0); ops.load(13, 0.0, download3, 0.0); ops.load(14, 0.0, download3, 0.0); ops.load(15, 0.0, download3, 0.0); %% ------------------------------------------------------------------------ % Materials for upper frame %% ------------------------------------------------------------------------ % Cover concrete ops.uniaxialMaterial('Concrete01', 1, -27588.5, -0.002, 0.0, -0.008); % Core concrete ops.uniaxialMaterial('Concrete01', 2, -34485.6, -0.004, -20691.4, -0.014); % Reinforcement steel % Hardening material: % tag, E, sigmaY, Hiso, Hkin ops.uniaxialMaterial('Hardening', 3, 2.0e8, 248200.0, 0.0, 1.6129e6); %% ------------------------------------------------------------------------ % Materials for lower foundation frame %% ------------------------------------------------------------------------ ops.uniaxialMaterial('Concrete01', 4, -27588.5, -0.002, 0.0, -0.008); ops.uniaxialMaterial('Concrete01', 5, -34485.6, -0.004, -20691.4, -0.014); ops.uniaxialMaterial('Hardening', 6, 2.0e8, 248200.0, 0.0, 1.6129e6); %% % %% ------------------------------------------------------------------------ % Fiber sections for upper frame %% ------------------------------------------------------------------------ opsm.pre.setSectionGeometryRecorder(true) % Interior column section ops.section('Fiber', 1); ops.patch('quad', 2, 1, 12, -0.2500, 0.2000, -0.2500, -0.2000, 0.2500, -0.2000, 0.2500, 0.2000); ops.patch('quad', 1, 1, 14, -0.3000, -0.2000, -0.3000, -0.2500, 0.3000, -0.2500, 0.3000, -0.2000); ops.patch('quad', 1, 1, 14, -0.3000, 0.2500, -0.3000, 0.2000, 0.3000, 0.2000, 0.3000, 0.2500); ops.patch('quad', 1, 1, 2, -0.3000, 0.2000, -0.3000, -0.2000, -0.2500, -0.2000, -0.2500, 0.2000); ops.patch('quad', 1, 1, 2, 0.2500, 0.2000, 0.2500, -0.2000, 0.3000, -0.2000, 0.3000, 0.2000); ops.layer('straight', 3, 3, 0.000645, -0.2000, 0.2000, -0.2000, -0.2000); ops.layer('straight', 3, 3, 0.000645, 0.2000, 0.2000, 0.2000, -0.2000); % Exterior column section ops.section('Fiber', 2); ops.patch('quad', 2, 1, 10, -0.2000, 0.2000, -0.2000, -0.2000, 0.2000, -0.2000, 0.2000, 0.2000); ops.patch('quad', 1, 1, 12, -0.2500, -0.2000, -0.2500, -0.2500, 0.2500, -0.2500, 0.2500, -0.2000); ops.patch('quad', 1, 1, 12, -0.2500, 0.2500, -0.2500, 0.2000, 0.2500, 0.2000, 0.2500, 0.2500); ops.patch('quad', 1, 1, 2, -0.2500, 0.2000, -0.2500, -0.2000, -0.2000, -0.2000, -0.2000, 0.2000); ops.patch('quad', 1, 1, 2, 0.2000, 0.2000, 0.2000, -0.2000, 0.2500, -0.2000, 0.2500, 0.2000); ops.layer('straight', 3, 3, 0.00051, -0.2000, 0.2000, -0.2000, -0.2000); ops.layer('straight', 3, 3, 0.00051, 0.2000, 0.2000, 0.2000, -0.2000); % Beam section ops.section('Fiber', 3); ops.patch('quad', 1, 1, 12, -0.2500, 0.2000, -0.2500, -0.2000, 0.2500, -0.2000, 0.2500, 0.2000); ops.layer('straight', 3, 2, 0.000645, -0.2000, 0.2000, -0.2000, -0.2000); ops.layer('straight', 3, 2, 0.000645, 0.2000, 0.2000, 0.2000, -0.2000); %% ------------------------------------------------------------------------ % Fiber sections for lower foundation members %% ------------------------------------------------------------------------ % Interior foundation column section ops.section('Fiber', 4); ops.patch('quad', 5, 1, 12, -0.2500, 0.2000, -0.2500, -0.2000, 0.2500, -0.2000, 0.2500, 0.2000); ops.patch('quad', 4, 1, 14, -0.3000, -0.2000, -0.3000, -0.2500, 0.3000, -0.2500, 0.3000, -0.2000); ops.patch('quad', 4, 1, 14, -0.3000, 0.2500, -0.3000, 0.2000, 0.3000, 0.2000, 0.3000, 0.2500); ops.patch('quad', 4, 1, 2, -0.3000, 0.2000, -0.3000, -0.2000, -0.2500, -0.2000, -0.2500, 0.2000); ops.patch('quad', 4, 1, 2, 0.2500, 0.2000, 0.2500, -0.2000, 0.3000, -0.2000, 0.3000, 0.2000); ops.layer('straight', 6, 3, 0.000645, -0.2000, 0.2000, -0.2000, -0.2000); ops.layer('straight', 6, 3, 0.000645, 0.2000, 0.2000, 0.2000, -0.2000); % Exterior foundation column section ops.section('Fiber', 5); ops.patch('quad', 5, 1, 10, -0.2000, 0.2000, -0.2000, -0.2000, 0.2000, -0.2000, 0.2000, 0.2000); ops.patch('quad', 4, 1, 12, -0.2500, -0.2000, -0.2500, -0.2500, 0.2500, -0.2500, 0.2500, -0.2000); ops.patch('quad', 4, 1, 12, -0.2500, 0.2500, -0.2500, 0.2000, 0.2500, 0.2000, 0.2500, 0.2500); ops.patch('quad', 4, 1, 2, -0.2500, 0.2000, -0.2500, -0.2000, -0.2000, -0.2000, -0.2000, 0.2000); ops.patch('quad', 4, 1, 2, 0.2000, 0.2000, 0.2000, -0.2000, 0.2500, -0.2000, 0.2500, 0.2000); ops.layer('straight', 6, 3, 0.00051, -0.2000, 0.2000, -0.2000, -0.2000); ops.layer('straight', 6, 3, 0.00051, 0.2000, 0.2000, 0.2000, -0.2000); for i = 1:5 opsm.pre.plotSection(i) hold on end opsm.pre.setSectionGeometryRecorder(false) % off % Geometric transformation and number of integration points transfTag = 1; ops.geomTransf('Linear', transfTag); integrationTag1 = 1; integrationTag2 = 2; integrationTag3 = 3; integrationTag4 = 4; integrationTag5 = 5; nP = 4; ops.beamIntegration('Legendre', integrationTag1, 1, nP); ops.beamIntegration('Legendre', integrationTag2, 2, nP); ops.beamIntegration('Legendre', integrationTag3, 3, nP); ops.beamIntegration('Legendre', integrationTag4, 4, nP); ops.beamIntegration('Legendre', integrationTag5, 5, nP); %% ------------------------------------------------------------------------ % Frame elements %% ------------------------------------------------------------------------ % Upper-story columns ops.element('dispBeamColumn', 1, 1, 2, transfTag, integrationTag2); ops.element('dispBeamColumn', 2, 2, 3, transfTag, integrationTag2); ops.element('dispBeamColumn', 3, 4, 5, transfTag, integrationTag1); ops.element('dispBeamColumn', 4, 5, 6, transfTag, integrationTag1); ops.element('dispBeamColumn', 5, 7, 8, transfTag, integrationTag2); ops.element('dispBeamColumn', 6, 8, 9, transfTag, integrationTag2); % Upper-story beams ops.element('dispBeamColumn', 7, 2, 5, transfTag, integrationTag3); ops.element('dispBeamColumn', 8, 5, 8, transfTag, integrationTag3); ops.element('dispBeamColumn', 9, 3, 6, transfTag, integrationTag3); ops.element('dispBeamColumn',10, 6, 9, transfTag, integrationTag3); % Lower foundation members ops.element('dispBeamColumn',11, 10, 11, transfTag, integrationTag4); ops.element('dispBeamColumn',12, 11, 1, transfTag, integrationTag4); ops.element('dispBeamColumn',13, 12, 13, transfTag, integrationTag5); ops.element('dispBeamColumn',14, 13, 4, transfTag, integrationTag5); ops.element('dispBeamColumn',15, 14, 15, transfTag, integrationTag4); ops.element('dispBeamColumn',16, 15, 7, transfTag, integrationTag4); %% ------------------------------------------------------------------------ % Record selected section responses of frame members %% ------------------------------------------------------------------------ % ops.recorder('Element', '-ele', 1, 2, '-file', 'Deformation12.out', '-time', 'section', 2, 'deformations'); % ops.recorder('Element', '-ele', 1, 2, '-file', 'Force12.out', '-time', 'section', 2, 'force'); % % ops.recorder('Element', '-ele', 3, 4, '-file', 'Deformation34.out', '-time', 'section', 2, 'deformations'); % ops.recorder('Element', '-ele', 3, 4, '-file', 'Force34.out', '-time', 'section', 2, 'force'); % % ops.recorder('Element', '-ele', 7, 9, '-file', 'Deformation79.out', '-time', 'section', 3, 'deformations'); % ops.recorder('Element', '-ele', 7, 9, '-file', 'Force79.out', '-time', 'section', 3, 'force'); % % ops.recorder('Element', '-ele', 7, '-time', '-file', 'steelstress7.out', 'section', 3, 'fiber', -0.2286, 0.2286, 'stress'); % ops.recorder('Element', '-ele', 7, '-time', '-file', 'steelstrain7.out', 'section', 3, 'fiber', -0.2286, 0.2286, 'strain'); % ops.recorder('Element', '-ele', 7, '-time', '-file', 'concretestress7.out', 'section', 3, 'fiber', 0.0, 0.0, 'stress'); % ops.recorder('Element', '-ele', 7, '-time', '-file', 'concretestrain7.out', 'section', 3, 'fiber', 0.0, 0.0, 'strain'); %% ------------------------------------------------------------------------ % Soil model (2D, 2 DOF per node) %% ------------------------------------------------------------------------ gSoil = -19.6; % body force acceleration in original unit system ops.model('basic', '-ndm', 2, '-ndf', 2); %% ------------------------------------------------------------------------ % Define soil nodes %% ------------------------------------------------------------------------ soilNodeData = [ ... 16 -9.2 -7.2; 17 -7.2 -7.2; 18 -5.2 -7.2; 19 -3.2 -7.2; 20 -1.2 -7.2; 21 0.0 -7.2; 22 1.2 -7.2; 23 3.5 -7.2; 24 5.8 -7.2; 25 7.0 -7.2; 26 8.2 -7.2; 27 10.5 -7.2; 28 12.8 -7.2; 29 14.0 -7.2; 30 15.2 -7.2; 31 17.2 -7.2; 32 19.2 -7.2; 33 21.2 -7.2; 34 23.2 -7.2; 35 -9.2 -4.8; 36 -7.2 -4.8; 37 -5.2 -4.8; 38 -3.2 -4.8; 39 -1.2 -4.8; 40 0.0 -4.8; 41 1.2 -4.8; 42 3.5 -4.8; 43 5.8 -4.8; 44 7.0 -4.8; 45 8.2 -4.8; 46 10.5 -4.8; 47 12.8 -4.8; 48 14.0 -4.8; 49 15.2 -4.8; 50 17.2 -4.8; 51 19.2 -4.8; 52 21.2 -4.8; 53 23.2 -4.8; 54 -9.2 -2.4; 55 -7.2 -2.4; 56 -5.2 -2.4; 57 -3.2 -2.4; 58 -1.2 -2.4; 59 0.0 -2.4; 60 1.2 -2.4; 61 3.5 -2.4; 62 5.8 -2.4; 63 7.0 -2.4; 64 8.2 -2.4; 65 10.5 -2.4; 66 12.8 -2.4; 67 14.0 -2.4; 68 15.2 -2.4; 69 17.2 -2.4; 70 19.2 -2.4; 71 21.2 -2.4; 72 23.2 -2.4; 73 -9.2 -1.2; 74 -7.2 -1.2; 75 -5.2 -1.2; 76 -3.2 -1.2; 77 -1.2 -1.2; 78 0.0 -1.2; 79 1.2 -1.2; 80 3.5 -1.2; 81 5.8 -1.2; 82 7.0 -1.2; 83 8.2 -1.2; 84 10.5 -1.2; 85 12.8 -1.2; 86 14.0 -1.2; 87 15.2 -1.2; 88 17.2 -1.2; 89 19.2 -1.2; 90 21.2 -1.2; 91 23.2 -1.2; 92 -9.2 0.0; 93 -7.2 0.0; 94 -5.2 0.0; 95 -3.2 0.0; 96 -1.2 0.0; 97 0.0 0.0; 98 1.2 0.0; 99 3.5 0.0; 100 5.8 0.0; 101 7.0 0.0; 102 8.2 0.0; 103 10.5 0.0; 104 12.8 0.0; 105 14.0 0.0; 106 15.2 0.0; 107 17.2 0.0; 108 19.2 0.0; 109 21.2 0.0; 110 23.2 0.0]; for i = 1:size(soilNodeData,1) ops.node(soilNodeData(i,1), soilNodeData(i,2), soilNodeData(i,3)); end %% ------------------------------------------------------------------------ % Soil boundary conditions % Bottom boundary fixed in both directions %% ------------------------------------------------------------------------ for tag = 16:34 ops.fix(tag, 1, 1); end %% ------------------------------------------------------------------------ % Soil constitutive models %% ------------------------------------------------------------------------ ops.nDMaterial('MultiYieldSurfaceClay', 101, 2, 0.0, 54450, 1.6e5, 33.0, 0.1); ops.nDMaterial('MultiYieldSurfaceClay', 102, 2, 0.0, 33800, 1.0e5, 26.0, 0.1); ops.nDMaterial('MultiYieldSurfaceClay', 103, 2, 0.0, 61250, 1.8e5, 35.0, 0.1); ops.nDMaterial('MultiYieldSurfaceClay', 104, 2, 0.0, 96800, 2.9e5, 44.0, 0.1); % Elastic concrete foundation material ops.nDMaterial('MultiYieldSurfaceClay', 100, 2, 0.0, 2e7, 1.0e6, 21000.0, 50.0, 0, 100, 0, 2); %% ------------------------------------------------------------------------ % Soil elements % The original Tcl uses quadWithSensitivity. Here we keep the same name. %% ------------------------------------------------------------------------ soilEleData = [ ... 17 16 17 36 35 0.60 104; 18 17 18 37 36 0.60 104; 19 18 19 38 37 0.60 104; 20 19 20 39 38 0.60 104; 21 20 21 40 39 0.60 104; 22 21 22 41 40 0.60 104; 23 22 23 42 41 0.60 104; 24 23 24 43 42 0.60 104; 25 24 25 44 43 0.60 104; 26 25 26 45 44 0.60 104; 27 26 27 46 45 0.60 104; 28 27 28 47 46 0.60 104; 29 28 29 48 47 0.60 104; 30 29 30 49 48 0.60 104; 31 30 31 50 49 0.60 104; 32 31 32 51 50 0.60 104; 33 32 33 52 51 0.60 104; 34 33 34 53 52 0.60 104; 35 35 36 55 54 0.60 103; 36 36 37 56 55 0.60 103; 37 37 38 57 56 0.60 103; 38 38 39 58 57 0.60 103; 39 39 40 59 58 0.60 103; 40 40 41 60 59 0.60 103; 41 41 42 61 60 0.60 103; 42 42 43 62 61 0.60 103; 43 43 44 63 62 0.60 103; 44 44 45 64 63 0.60 103; 45 45 46 65 64 0.60 103; 46 46 47 66 65 0.60 103; 47 47 48 67 66 0.60 103; 48 48 49 68 67 0.60 103; 49 49 50 69 68 0.60 103; 50 50 51 70 69 0.60 103; 51 51 52 71 70 0.60 103; 52 52 53 72 71 0.60 103; 53 54 55 74 73 0.60 102; 54 55 56 75 74 0.60 102; 55 56 57 76 75 0.60 102; 56 57 58 77 76 0.60 102; 57 58 59 78 77 0.60 100; 58 59 60 79 78 0.60 100; 59 60 61 80 79 0.60 102; 60 61 62 81 80 0.60 102; 61 62 63 82 81 0.60 100; 62 63 64 83 82 0.60 100; 63 64 65 84 83 0.60 102; 64 65 66 85 84 0.60 102; 65 66 67 86 85 0.60 100; 66 67 68 87 86 0.60 100; 67 68 69 88 87 0.60 102; 68 69 70 89 88 0.60 102; 69 70 71 90 89 0.60 102; 70 71 72 91 90 0.60 102; 71 73 74 93 92 0.60 101; 72 74 75 94 93 0.60 101; 73 75 76 95 94 0.60 101; 74 76 77 96 95 0.60 101; 75 77 78 97 96 0.60 100; 76 78 79 98 97 0.60 100; 77 79 80 99 98 0.60 101; 78 80 81 100 99 0.60 101; 79 81 82 101 100 0.60 100; 80 82 83 102 101 0.60 100; 81 83 84 103 102 0.60 101; 82 84 85 104 103 0.60 101; 83 85 86 105 104 0.60 100; 84 86 87 106 105 0.60 100; 85 87 88 107 106 0.60 101; 86 88 89 108 107 0.60 101; 87 89 90 109 108 0.60 101; 88 90 91 110 109 0.60 101]; for i = 1:size(soilEleData,1) e = soilEleData(i,:); ops.element('quadWithSensitivity', ... e(1), e(2), e(3), e(4), e(5), ... e(6), 'PlaneStrain', e(7), 0, 2.0, 0, gSoil); end %% ------------------------------------------------------------------------ % Tie the left and right boundaries of soil by equalDOF %% ------------------------------------------------------------------------ soilTiePairs = [ ... 16 34; 35 53; 54 72; 73 91; 92 110]; for i = 1:size(soilTiePairs,1) ops.equalDOF(soilTiePairs(i,1), soilTiePairs(i,2), 1, 2); end %% ------------------------------------------------------------------------ % Tie frame nodes to soil nodes %% ------------------------------------------------------------------------ interfacePairs = [ ... 1 97; 11 78; 10 59; 4 101; 13 82; 12 63; 7 105; 15 86; 14 67]; for i = 1:size(interfacePairs,1) ops.equalDOF(interfacePairs(i,1), interfacePairs(i,2), 1, 2); end % Visualize the model % This section creates the finite-element idealization used by the rest of the % example. Check the dimensions, tags, and connectivity here before moving on. opts = opsm.vis.defaultPlotModelOptions; opts.nodes.showLabels = true; opsm.vis.plotModel(opts=opts); % Analysis % Create ODB object. % % OpenSeesMatlab creates a *new recorder object* in C++ for post-processing % data. Therefore, data is automatically recorded during subsequent analysis. ODB = opsm.post.createODB("myODB", interpolateBeamDisp=11, flushEvery=20); % ODB % Gravity analysis %% ------------------------------------------------------------------------ % Additional recorders %% ------------------------------------------------------------------------ % nodeList = [6 5 4 13 12 99 80 61 42 23]; % for i = 1:numel(nodeList) % tag = nodeList(i); % ops.recorder('Node', '-file', sprintf('node%d.out', tag), ... % '-time', '-node', tag, '-dof', 1, 2, 'disp'); % end % ops.recorder('Element', '-ele', 23, '-time', '-file', 'stress23.out', 'material', 2, 'stress'); % ops.recorder('Element', '-ele', 41, '-time', '-file', 'stress41.out', 'material', 2, 'stress'); % ops.recorder('Element', '-ele', 59, '-time', '-file', 'stress59.out', 'material', 2, 'stress'); % ops.recorder('Element', '-ele', 77, '-time', '-file', 'stress77.out', 'material', 2, 'stress'); % % ops.recorder('Element', '-ele', 37, '-time', '-file', 'stress37.out', 'material', 2, 'stress'); % ops.recorder('Element', '-ele', 37, '-time', '-file', 'strain37.out', 'material', 2, 'strain'); %% ------------------------------------------------------------------------ % Static analysis: gravity step %% ------------------------------------------------------------------------ ops.constraints('Transformation'); ops.numberer('RCM'); ops.test('NormDispIncr', 1.0e-6, 25, 2); ops.integrator('LoadControl', 1, 1, 1, 1); ops.algorithm('Newton'); ops.system('BandGeneral'); ops.analysis('Static'); ops.analyze(3); % Automatically write data to the ODB. fprintf('Soil gravity nonlinear analysis completed.\n'); % Seismic analysis % [elcentro.txt](../utils/elcentro.txt) %% ------------------------------------------------------------------------ % Dynamic analysis %% ------------------------------------------------------------------------ ops.wipeAnalysis(); ops.constraints('Transformation'); ops.test('NormDispIncr', 1.0e-6, 25, 0); ops.algorithm('Newton'); ops.numberer('RCM'); ops.system('BandGeneral'); % beta = 0.55 % gamma = (0.55 + 0.5)^2 / 4 = 0.275625 ops.integrator('Newmark', 0.55, 0.275625); ops.analysis('Transient'); ops.timeSeries('Path', 1001, '-filePath', 'utils/elcentro.txt', '-dt', 0.01, '-factor', 3.0); ops.pattern('UniformExcitation', 1, 1, '-accel', 1001); tic; ops.analyze(2400, 0.005); % Automatically write data to the ODB. ODB.close(); % stop to record elapsedTime = toc; fprintf('Completed time: %.6f seconds.\n', elapsedTime); % Post-processing % Nodal responses % nodeResp = opsm.post.getNodalResponse("myODB"); opsm.vis.plotNodalResponse(nodeResp, stepIdx="absMax"); % By paraview % If you want to demonstrate animations or other features in Paraview, run the % following function. opsm.post.writeResponsePVD("myODB"); %% % If you want to display the deformation, please add the ``filter - common - % wrap by vector``. Select the ``disp`` and set the ``scaling factor``. % % Note that when you set variables to display colors, you need to rescale the % color bar range to cover the current time step or all time steps. % % ![](../utils/paraview-soil-structure.png) % % If you want to display a vector graphic, please click ``filter - common - % Calculator - disp/vel/accel...``, and on Calculator to ``filter - common - % Glyph - disp/vel/accel...` % % ![](../utils/paraview-soil-structure-vector.png) % Element responses frameResp = opsm.post.getElementResponse("myODB", eleType="Frame"); %% % opsm.vis.plotFrameResponse(frameResp, stepIdx="absMax", respType="sectionForces", respComponent="MZ"); grid off; %% % planeResp = opsm.post.getElementResponse("myODB", eleType="Plane"); %% % opsm.vis.plotContinuumResponse(planeResp, ... respType="StressAtGP", respComponent="sxx"); grid off %% % opsm.vis.plotContinuumResponse(planeResp, ... respType="StressMeasureAtNode", respComponent="tauOct"); grid off % Visualization by Polyscope GUI % opsm.vis.polyscope.plotNodalResponse(nodeResp); %% % % opsm.vis.polyscope.plotContinuumResponse(planeResp); %% % % % % % % %