/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// TEMPORARY EXAMPLE DATA
// Consructor - old
public CFEM_CALC()
{
// Geometry
float fGeom_a = 4f,
fGeom_b = 5f,
fGeom_c = 3.5f; // Unit [m]
// Material
CMaterial m_Mat = new CMaterial();
// Cross-section
CCrSc m_CrSc = new CCrSc_3_00(0, 8, 300, 125, 16.2f, 10.8f, 10.8f, 6.5f, 241.6f); // I 300 section // !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!
m_CrSc.FI_t = 5.69e-07f;
m_CrSc.FI_y = 9.79e-05f;
m_CrSc.FI_z = 4.49e-06f;
m_CrSc.FA_g = 6.90e-03f;
m_CrSc.FA_vy = 4.01e-03f;
m_CrSc.FA_vz = 2.89e-03f;
// Define Nodes Properties
for (int i = 0; i < iNNoTot; i++)
{
// Create auxiliary Node object
CFemNode CNode_i = new CFemNode(iNodeDOFNo);
// Fill array object item with auxliary Node
m_NodeArray[i] = CNode_i;
}
// Node 1
m_NodeArray[0].ID = 1;
m_NodeArray[0].m_fVNodeCoordinates.FVectorItems[(int) e3D_DOF.eUX] = fGeom_a;
m_NodeArray[0].m_fVNodeCoordinates.FVectorItems[(int) e3D_DOF.eUY] = 0f;
m_NodeArray[0].m_fVNodeCoordinates.FVectorItems[(int) e3D_DOF.eUZ] = 0f;
// Node 2
m_NodeArray[1].ID = 2;
m_NodeArray[1].m_fVNodeCoordinates.FVectorItems[(int) e3D_DOF.eUX] = 0f;
m_NodeArray[1].m_fVNodeCoordinates.FVectorItems[(int) e3D_DOF.eUY] = 0f;
m_NodeArray[1].m_fVNodeCoordinates.FVectorItems[(int) e3D_DOF.eUZ] = 0f;
// Node 3
m_NodeArray[2].ID = 5;
m_NodeArray[2].m_fVNodeCoordinates.FVectorItems[(int) e3D_DOF.eUX] = fGeom_a;
m_NodeArray[2].m_fVNodeCoordinates.FVectorItems[(int) e3D_DOF.eUY] = 0f;
m_NodeArray[2].m_fVNodeCoordinates.FVectorItems[(int) e3D_DOF.eUZ] = -fGeom_c;
// Node 4
m_NodeArray[3].ID = 3;
m_NodeArray[3].m_fVNodeCoordinates.FVectorItems[(int) e3D_DOF.eUX] = fGeom_a;
m_NodeArray[3].m_fVNodeCoordinates.FVectorItems[(int) e3D_DOF.eUY] = -fGeom_b;
m_NodeArray[3].m_fVNodeCoordinates.FVectorItems[(int) e3D_DOF.eUZ] = 0f;
// Set Nodal Supports (for restraint set 0f)
// Node 1
// Node 2
m_NodeArray[1].m_VDisp.FVectorItems[0] = 0f;
m_NodeArray[1].m_VDisp.FVectorItems[1] = 0f;
m_NodeArray[1].m_VDisp.FVectorItems[2] = 0f;
m_NodeArray[1].m_VDisp.FVectorItems[3] = 0f;
m_NodeArray[1].m_VDisp.FVectorItems[4] = 0f;
m_NodeArray[1].m_VDisp.FVectorItems[5] = 0f;
// Node 3
m_NodeArray[2].m_VDisp.FVectorItems[0] = 0f;
m_NodeArray[2].m_VDisp.FVectorItems[1] = 0f;
m_NodeArray[2].m_VDisp.FVectorItems[2] = 0f;
m_NodeArray[2].m_VDisp.FVectorItems[3] = 0f;
m_NodeArray[2].m_VDisp.FVectorItems[4] = 0f;
m_NodeArray[2].m_VDisp.FVectorItems[5] = 0f;
// Node 4
m_NodeArray[3].m_VDisp.FVectorItems[0] = 0f;
m_NodeArray[3].m_VDisp.FVectorItems[1] = 0f;
m_NodeArray[3].m_VDisp.FVectorItems[2] = 0f;
m_NodeArray[3].m_VDisp.FVectorItems[3] = 0f;
m_NodeArray[3].m_VDisp.FVectorItems[4] = 0f;
m_NodeArray[3].m_VDisp.FVectorItems[5] = 0f;
// Set Global Code Numbers
int m_iCodeNo = 0; // Number of unrestrained degrees of freedom - finally gives size of structure global matrix
foreach (CFemNode i_CNode in m_NodeArray) // Each Node
{
for (int i = 0; i < iNodeDOFNo; i++) // Each DOF
{
if (i_CNode.m_VDisp.FVectorItems[i] != 0) // Perform for not restrained DOF
{
i_CNode.m_ArrNCodeNo[i] = m_iCodeNo; // Set global code number of degree of freedom (DOF)
m_iCodeNo++;
}
}
}
// Fill members of structure global vector of displacement
// Now we know number of not restrained DOF, so we can allocate array size
m_fDisp_Vector_CN = new int[m_iCodeNo,3]; // 1st - global DOF code number, 2nd - Node index, 3rd - local code number of DOF in NODE
FillGlobalDisplCodeNoOld();
////////////////////////////////////////////////////////////////////////////////////
// Set Nodal Loads (acting directly in nodes)
////////////////////////////////////////////////////////////////////////////////////
// !!!!!! No kind of these loads actually
///////////////////////////////////////////////////////////////////////////////////////
// Define FEM 1D elements
///////////////////////////////////////////////////////////////////////////////////////
for (int i = 0; i < iElemNoTot; i++)
{
// Create auxiliary Element object
CE_1D CElement_i = new CE_1D();
// Fill array object item
m_ELemArray[i] = CElement_i;
// Create auxiliary Element Load Object
CLoad CLoad_i = new CLoad();
// Fill array object item
m_ELoadArray[i] = CLoad_i;
}
// Member 1 [0] Nodes 1 - 2 ([0] [1])
m_ELemArray[0].NodeStart = m_NodeArray[0];
m_ELemArray[0].NodeEnd = m_NodeArray[1];
// Element Type
m_ELemArray[0].m_eSuppType3D = EElemSuppType3D.e3DEl_000000_000000;
// Element Material
m_ELemArray[0].m_Mat = m_Mat;
// Element Corss-section
m_ELemArray[0].m_CrSc = m_CrSc;
// Fill Basic Element Data
m_ELemArray[0].FillBasic2();
// Load of Element only due to Element Transversal Forces
m_ELoadArray[0].GetEndLoad_g(m_ELemArray[0], m_fq);
// Output
// kij_0 - local stiffeness matrix 6 x 6
m_ELemArray[0].m_fkLocMatr.Print2DMatrixFormated();
// A Tranformation Rotation Matrixes 6 x 6
m_ELemArray[0].m_fATRMatr3D.Print2DMatrixFormated();
// B Transfer Matrixes 6 x 6
m_ELemArray[0].m_fBTTMatr3D.Print2DMatrixFormated();
// Kij - global matrix of member 12 x 12
m_ELemArray[0].m_fKGlobM.Print2DMatrixFormated();
// Element Load Vector 2 x 6
m_ELemArray[0].m_ArrElemPEF_LCS.Print2DMatrixFormated();
#region MATRIX TEST
/////////////////////////////////////////////////////////////////////////////////////////////////////
// TEST
/*
float[,] farrk11 = new float[6, 6];
float[,] farrk12 = new float[6, 6];
float[,] farrk21 = new float[6, 6];
float[,] farrk22 = new float[6, 6];
// Fill array
for (int i = 0; i < 6; i++)
{
for (int j = 0; j < 6; j++)
{
farrk11[i, j] = ((i+1)*10)+1 + j;
}
}
for (int i = 0; i < 6; i++)
{
for (int j = 0; j < 6; j++)
{
farrk12[i, j] = ((i + 1) * 10) + 1 + j;
}
}
for (int i = 0; i < 6; i++)
{
for (int j = 0; j < 6; j++)
{
farrk21[i, j] = ((i + 1) * 10) + 1 + j;
}
}
for (int i = 0; i < 6; i++)
{
for (int j = 0; j < 6; j++)
{
farrk22[i, j] = ((i + 1) * 10) + 1 + j;
}
}
float[,][,] farrK = new float[2, 2][,]
{{farrk11, farrk12},
{farrk21, farrk22}};
Console.WriteLine(m_ELemArray[0].CM.Print2DMatrix(farrK, 2, 6));
*/
//////////////////////////////////////////////////////////////////////////////////////////////////////////////
#endregion
// Member 2 [1] Nodes 1 - 3 ([0] [2])
m_ELemArray[1].NodeStart = m_NodeArray[0];
m_ELemArray[1].NodeEnd = m_NodeArray[2];
// Element Type
m_ELemArray[1].m_eSuppType3D = EElemSuppType3D.e3DEl_000000_000000;
// Element Material
m_ELemArray[1].m_Mat = m_Mat;
// Element Corss-section
m_ELemArray[1].m_CrSc = m_CrSc;
// Fill Basic Element Data
m_ELemArray[1].FillBasic2();
// Load of Element only due to Element Transversal Forces
m_ELoadArray[1].GetEndLoad_F(m_ELemArray[1], 0f, 0f, m_fF);
// Output
// kij_0 - local stiffeness matrix 6 x 6
m_ELemArray[1].m_fkLocMatr.Print2DMatrixFormated();
// A Tranformation Rotation Matrixes 6 x 6
m_ELemArray[1].m_fATRMatr3D.Print2DMatrixFormated();
// B Transfer Matrixes 6 x 6
m_ELemArray[1].m_fBTTMatr3D.Print2DMatrixFormated();
// Kij - global matrix of member 12 x 12
m_ELemArray[1].m_fKGlobM.Print2DMatrixFormated();
// Element Load Vector 2 x 6
m_ELemArray[1].m_ArrElemPEF_LCS.Print2DMatrixFormated();
// Member 3 [2] Nodes 1 - 4 ([0] [3])
m_ELemArray[2].NodeStart = m_NodeArray[0];
m_ELemArray[2].NodeEnd = m_NodeArray[3];
// Element Type
m_ELemArray[2].m_eSuppType3D = EElemSuppType3D.e3DEl_000000_000___;
// Element Material
m_ELemArray[2].m_Mat = m_Mat;
// Element Corss-section
m_ELemArray[2].m_CrSc = m_CrSc;
// Fill Basic Element Data
m_ELemArray[2].FillBasic2();
// Load of Element only due to Element Transversal Forces
m_ELoadArray[2].GetEndLoad_M(m_ELemArray[2], m_fM, 0f, 0f);
// Output
// kij_0 - local stiffeness matrix 6 x 6
m_ELemArray[2].m_fkLocMatr.Print2DMatrixFormated();
// A Tranformation Rotation Matrixes 6 x 6
m_ELemArray[2].m_fATRMatr3D.Print2DMatrixFormated();
// B Transfer Matrixes 6 x 6
m_ELemArray[2].m_fBTTMatr3D.Print2DMatrixFormated();
// Kij - global matrix of member 12 x 12
m_ELemArray[2].m_fKGlobM.Print2DMatrixFormated();
// Element Load Vector 2 x 6
m_ELemArray[2].m_ArrElemPEF_LCS.Print2DMatrixFormated();
/*
// Nodal loads (sum nodal loads and nodal loads due to element loads)
m_NodeArray[2].m_sLoad.s_fFZ += -55000; // Add local nodal load to element ends loads due to intermediate load
*/
////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Set Global Code Number of Nodes / Nastavit globalne kodove cisla uzlov
// Save indexes of nodes and DOF which are free and represent vector of uknown variables in solution
// Save it as array of arrays n x 2 (1st value is index - node index (0 - n-1) , 2nd value is DOF index (0-5)
// n - total number of nodes in model
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
SetNodesGlobCodeNoOld(); // Nastavi DOF v uzlov globalne kodove cisla ???
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Right side of Equation System
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Global Stiffeness Matrix of Structure - Allocate Memory (Matrix Size)
m_M_K_Structure = new CMatrix(m_iCodeNo);
// Fill Global Stiffeness Matrix
FillGlobalMatrixOld();
// Global Stiffeness Matrix m_iCodeNo x m_iCodeNo
m_M_K_Structure.Print2DMatrix();
// Auxialiary temporary transformation from 2D to 1D array / from float do double
// Pomocne prevody medzi jednorozmernym, dvojroymernym polom a triedom Matrix,
// bude nutne zladit a format v akom budeme pracovat s datami a potom zmazat
CArray objArray = new CArray();
// Convert Size
float[] m_M_K_fTemp1D = objArray.ArrTranf2Dto1D(m_M_K_Structure.m_fArrMembers);
// Convert Type
double[] m_M_K_dTemp1D = objArray.ArrConverFloatToDouble1D(m_M_K_fTemp1D);
MatrixF64 objMatrix = new MatrixF64(6, 6, m_M_K_dTemp1D);
// Print Created Matrix of MatrixF64 Class
objMatrix.WriteLine();
// Get Inverse Global Stiffeness Matrix
MatrixF64 objMatrixInv = objMatrix.Inverse();
// Print Inverse Matrix
objMatrixInv.WriteLine();
// Convert Type
float[] m_M_K_Inv_fTemp1D = objArray.ArrConverMatrixF64ToFloat1D(objMatrixInv);
// Inverse Global Stiffeness Matrix of Structure - Allocate Memory (Matrix Size)
CMatrix m_M_K_Structure_Inv = new CMatrix(m_iCodeNo);
m_M_K_Structure_Inv.m_fArrMembers = objArray.ArrTranf1Dto2D(m_M_K_Inv_fTemp1D);
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Left side of Equation System
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Global Load Vector - Allocate Memory (Vector Size)
m_V_Load = new CVector(m_iCodeNo);
// Fill Global Load Vector
FillGlobalLoadVectorOld();
// Display Global Load Vector
m_V_Load.Print1DVector();
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Solution - calculation of unknown displacement of nodes in GCS - system of linear equations
// Start Solver
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Global Displacement Vector - Allocate Memory (Vector Size)
m_V_Displ = new CVector(m_iCodeNo);
// Fill Global Displacement Vector
m_V_Displ = VectorF.fMultiplyMatrVectr(m_M_K_Structure_Inv, m_V_Load);
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// End Solver
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Display Global Displacemnt Vector - solution result
//Console.ForegroundColor = ConsoleColor.Cyan;
m_V_Displ.Print1DVector();
//Console.ForegroundColor = ConsoleColor.Green;
//Console.BackgroundColor = ConsoleColor.White;
// Set displacements and rotations of DOF in GCS to appropriate node DOF acc. to global code numbers
for (int i = 0; i < m_iCodeNo; i++)
{
// Check if DOF is default (free - ) or has some initial value (settlement; soil consolidation etc.)
// See Fill_NDisp_InitStr() for default values - float.PositiveInfinity
if (m_NodeArray[m_fDisp_Vector_CN[i, 1]].m_VDisp.FVectorItems[m_fDisp_Vector_CN[i, 2]] == float.PositiveInfinity)
m_NodeArray[m_fDisp_Vector_CN[i, 1]].m_VDisp.FVectorItems[m_fDisp_Vector_CN[i, 2]] = m_V_Displ.FVectorItems[i]; // set calculated
else // some real initial value exists
m_NodeArray[m_fDisp_Vector_CN[i, 1]].m_VDisp.FVectorItems[m_fDisp_Vector_CN[i, 2]] += m_V_Displ.FVectorItems[i]; // add calculated (to sum)
}
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Get final end forces at element in global coordinate system GCS
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
for (int i = 0; i < iElemNoTot; i++)
{
m_ELemArray[i].GetArrElemEF_GCS_StNode();
Console.WriteLine("Element Index No.: " + i + "; " + "Node No.: " + m_ELemArray[i].NodeStart.ID + "; " + "Start Node End Forces in GCS");
m_ELemArray[i].m_VElemEF_GCS_StNode.Print1DVector();
m_ELemArray[i].GetArrElemEF_GCS_EnNode();
Console.WriteLine("Element Index No.: " + i + "; " + "Node No.: " + m_ELemArray[i].NodeEnd.ID + "; " + "End Node End Forces in GCS");
m_ELemArray[i].m_VElemEF_GCS_EnNode.Print1DVector();
m_ELemArray[i].GetArrElemEF_LCS_StNode();
Console.WriteLine("Element Index No.: " + i + "; " + "Node No.: " + m_ELemArray[i].NodeStart.ID + "; " + "Start Node End Forces in LCS");
m_ELemArray[i].m_VElemEF_LCS_StNode.Print1DVector();
m_ELemArray[i].GetArrElemEF_LCS_EnNode();
Console.WriteLine("Element Index No.: " + i + "; " + "Node No.: " + m_ELemArray[i].NodeEnd.ID + "; " + "End Node End Forces in LCS");
m_ELemArray[i].m_VElemEF_LCS_EnNode.Print1DVector();
m_ELemArray[i].GetArrElemIF_LCS_StNode();
Console.WriteLine("Element Index No.: " + i + "; " + "Node No.: " + m_ELemArray[i].NodeStart.ID + "; " + "Start Node Internal Forces in LCS");
m_ELemArray[i].m_VElemIF_LCS_StNode.Print1DVector();
m_ELemArray[i].GetArrElemIF_LCS_EnNode();
Console.WriteLine("Element Index No.: " + i + "; " + "Node No.: " + m_ELemArray[i].NodeEnd.ID + "; " + "End Node Internal Forces in LCS");
m_ELemArray[i].m_VElemIF_LCS_EnNode.Print1DVector();
}
}
CModel TopoModelFile; // Create topological model file
#endregion Fields
#region Constructors
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Constructor - new
public CFEM_CALC(CModel model, bool bDebugging)
{
// Load Topological model
TopoModelFile = new CModel();
TopoModelFile = model;
// Generate FEM model data from Topological model
// Prepare solver data
// Fill local and global matrices of FEM elements
FEMModel = new CGenex(TopoModelFile);
///////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Temp - display matrices
if (bDebugging)
{
for (int i = 0; i < FEMModel.m_arrFemMembers.Length; i++)
{
// Member ID
Console.WriteLine("Member ID: " + FEMModel.m_arrFemMembers[i].ID + "\n");
// kij_0 - local stiffeness matrix 6 x 6
Console.WriteLine("Local stiffeness matrix k" + FEMModel.m_arrFemMembers[i].NodeStart.ID + FEMModel.m_arrFemMembers[i].NodeEnd.ID + "0 - Dimensions: 6 x 6 \n");
FEMModel.m_arrFemMembers[i].m_fkLocMatr.Print2DMatrixFormated();
// A Tranformation Rotation Matrixes 6 x 6
Console.WriteLine("Tranformation rotation matrix A - Dimensions: 6 x 6 \n");
FEMModel.m_arrFemMembers[i].m_fATRMatr3D.Print2DMatrixFormated();
// B Transfer Matrixes 6 x 6
Console.WriteLine("Transfer matrix B - Dimensions: 6 x 6 \n");
FEMModel.m_arrFemMembers[i].m_fBTTMatr3D.Print2DMatrixFormated();
// Kij - global matrix of member 12 x 12
Console.WriteLine("Global stiffeness matrix K" + FEMModel.m_arrFemMembers[i].NodeStart.ID + FEMModel.m_arrFemMembers[i].NodeEnd.ID + "0 - Dimensions: 12 x 12 \n");
FEMModel.m_arrFemMembers[i].m_fKGlobM.Print2DMatrixFormated_ABxCD(FEMModel.m_arrFemMembers[i].m_fKGlobM.m_fArrMembersABxCD);
// Element Load Vectors 2 x 6
Console.WriteLine("Member load vector - primary end forces in LCS at start node ID: " + FEMModel.m_arrFemMembers[i].NodeStart.ID + " - Dimensions: 6 x 1 \n");
FEMModel.m_arrFemMembers[i].m_VElemPEF_LCS_StNode.Print1DVector();
Console.WriteLine("Member load vector - primary end forces in LCS at end node ID: " + FEMModel.m_arrFemMembers[i].NodeEnd.ID + " - Dimensions: 6 x 1 \n");
FEMModel.m_arrFemMembers[i].m_VElemPEF_LCS_EnNode.Print1DVector();
Console.WriteLine("Member load vector - primary end forces in GCS at start node ID: " + FEMModel.m_arrFemMembers[i].NodeStart.ID + " - Dimensions: 6 x 1 \n");
FEMModel.m_arrFemMembers[i].m_VElemPEF_GCS_StNode.Print1DVector();
Console.WriteLine("Member load vector - primary end forces in GCS at end node ID: " + FEMModel.m_arrFemMembers[i].NodeEnd.ID + " - Dimensions: 6 x 1 \n");
FEMModel.m_arrFemMembers[i].m_VElemPEF_GCS_EnNode.Print1DVector();
}
}
////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Set Global Code Number of Nodes / Nastavit globalne kodove cisla uzlov
// Save indexes of nodes and DOF which are free and represent vector of uknown variables in solution
SetNodesGlobCodeNo(); // Nastavi DOF v uzloch a ich globalne kodove cisla, konecne CodeNo urci velkost matice konstrukcie
// Fill members of structure global vector of displacement
// Now we know number of not restrained DOF, so we can allocate array size
m_fDisp_Vector_CN = new int[m_iCodeNo, 3]; // 1st - global DOF code number, 2nd - Node index, 3rd - local code number of DOF in NODE
////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Save it as array of arrays n x 2 (1st value is index - node index (0 - n-1) , 2nd value is DOF index (0-5)
// n - total number of nodes in model
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
FillGlobalDisplCodeNo();
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Right side of Equation System
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Global Stiffeness Matrix of Structure - Allocate Memory (Matrix Size)
m_M_K_Structure = new CMatrix(m_iCodeNo);
// Fill Global Stiffeness Matrix
FillGlobalMatrix();
// Global Stiffeness Matrix m_iCodeNo x m_iCodeNo
if (bDebugging)
{
Console.WriteLine("Global stiffeness matrix - Dimensions: " + m_iCodeNo + " x " + m_iCodeNo + "\n");
m_M_K_Structure.Print2DMatrixFormated();
}
// Auxiliary temporary transformation from 2D to 1D array / from float do double
// Pomocne prevody medzi jednorozmernym, dvojrozmernym polom a triedou Matrix,
// bude nutne zladit a urcit jeden format v akom budeme pracovat s datami a potom zmazat
CArray objArray = new CArray();
// Convert Size
float[] m_M_K_fTemp1D = objArray.ArrTranf2Dto1D(m_M_K_Structure.m_fArrMembers);
// Convert Type
double[] m_M_K_dTemp1D = objArray.ArrConverFloatToDouble1D(m_M_K_fTemp1D);
MatrixF64 objMatrix = new MatrixF64(m_iCodeNo, m_iCodeNo, m_M_K_dTemp1D);
// Print Created Matrix of MatrixF64 Class
if (bDebugging)
{
Console.WriteLine("Global stiffeness matrix in F64 Class - Dimensions: " + m_iCodeNo + " x " + m_iCodeNo + "\n");
objMatrix.WriteLine();
}
// Get Inverse Global Stiffeness Matrix
MatrixF64 objMatrixInv = objMatrix.Inverse();
// Print Inverse Matrix
if (bDebugging)
{
Console.WriteLine("Inverse global stiffeness matrix - Dimensions: " + m_iCodeNo + " x " + m_iCodeNo + "\n");
objMatrixInv.WriteLine();
}
// Convert Type
float[] m_M_K_Inv_fTemp1D = objArray.ArrConverMatrixF64ToFloat1D(objMatrixInv);
// Inverse Global Stiffeness Matrix of Structure - Allocate Memory (Matrix Size)
CMatrix m_M_K_Structure_Inv = new CMatrix(m_iCodeNo);
m_M_K_Structure_Inv.m_fArrMembers = objArray.ArrTranf1Dto2D(m_M_K_Inv_fTemp1D);
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Left side of Equation System
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Global Load Vector - Allocate Memory (Vector Size)
m_V_Load = new CVector(m_iCodeNo);
// Fill Global Load Vector
FillGlobalLoadVector();
// Display Global Load Vector
if (bDebugging)
{
Console.WriteLine("Global load vector - Dimensions: " + m_iCodeNo + " x 1 \n");
m_V_Load.Print1DVector();
}
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Solution - calculation of unknown displacement of nodes in GCS - system of linear equations
// Start Solver
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Global Displacement Vector - Allocate Memory (Vector Size)
m_V_Displ = new CVector(m_iCodeNo);
// Fill Global Displacement Vector
m_V_Displ = VectorF.fMultiplyMatrVectr(m_M_K_Structure_Inv, m_V_Load);
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// End Solver
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Display Global Displacement Vector - solution result
if (bDebugging)
{
Console.WriteLine("Global displacement vector - Dimensions: " + m_iCodeNo + " x 1 \n");
m_V_Displ.Print1DVector();
}
// Set displacements and rotations of DOF in GCS to appropriate node DOF acc. to global code numbers
for (int i = 0; i < m_iCodeNo; i++)
{
// Check if DOF is default (free - ) or has some initial value (settlement; soil consolidation etc.)
// See default values - float.PositiveInfinity
if (FEMModel.m_arrFemNodes[m_fDisp_Vector_CN[i, 1]].m_VDisp.FVectorItems[m_fDisp_Vector_CN[i, 2]] == float.PositiveInfinity)
FEMModel.m_arrFemNodes[m_fDisp_Vector_CN[i, 1]].m_VDisp.FVectorItems[m_fDisp_Vector_CN[i, 2]] = m_V_Displ.FVectorItems[i]; // set calculated
else // some real initial value exists
FEMModel.m_arrFemNodes[m_fDisp_Vector_CN[i, 1]].m_VDisp.FVectorItems[m_fDisp_Vector_CN[i, 2]] += m_V_Displ.FVectorItems[i]; // add calculated (to sum)
}
// Set default zero displacements or rotations in GCS to fixed DOF
for (int i = 0; i < FEMModel.m_arrFemNodes.Length; i++)
{
for (int j = 0; j < FEMModel.m_arrFemNodes[i].m_VDisp.FVectorItems.Length; j++) // Check each DOF of all nodes
{
if (FEMModel.m_arrFemNodes[i].m_VDisp.FVectorItems[j] == float.PositiveInfinity) // Check that default infinity value wasn't changed
FEMModel.m_arrFemNodes[i].m_VDisp.FVectorItems[j] = 0; // Set zero
}
}
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// Get final end forces at element in global coordinate system GCS
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
if (bDebugging)
{
for (int i = 0; i < FEMModel.m_arrFemMembers.Length; i++)
{
FEMModel.m_arrFemMembers[i].GetArrElemEF_GCS_StNode();
Console.WriteLine("Element Index No.: " + i + "; " + "Node No.: " + FEMModel.m_arrFemMembers[i].NodeStart.ID + "; " + "Start Node End Forces in GCS");
FEMModel.m_arrFemMembers[i].m_VElemEF_GCS_StNode.Print1DVector();
FEMModel.m_arrFemMembers[i].GetArrElemEF_GCS_EnNode();
Console.WriteLine("Element Index No.: " + i + "; " + "Node No.: " + FEMModel.m_arrFemMembers[i].NodeEnd.ID + "; " + "End Node End Forces in GCS");
FEMModel.m_arrFemMembers[i].m_VElemEF_GCS_EnNode.Print1DVector();
FEMModel.m_arrFemMembers[i].GetArrElemEF_LCS_StNode();
Console.WriteLine("Element Index No.: " + i + "; " + "Node No.: " + FEMModel.m_arrFemMembers[i].NodeStart.ID + "; " + "Start Node End Forces in LCS");
FEMModel.m_arrFemMembers[i].m_VElemEF_LCS_StNode.Print1DVector();
FEMModel.m_arrFemMembers[i].GetArrElemEF_LCS_EnNode();
Console.WriteLine("Element Index No.: " + i + "; " + "Node No.: " + FEMModel.m_arrFemMembers[i].NodeEnd.ID + "; " + "End Node End Forces in LCS");
FEMModel.m_arrFemMembers[i].m_VElemEF_LCS_EnNode.Print1DVector();
FEMModel.m_arrFemMembers[i].GetArrElemIF_LCS_StNode();
Console.WriteLine("Element Index No.: " + i + "; " + "Node No.: " + FEMModel.m_arrFemMembers[i].NodeStart.ID + "; " + "Start Node Internal Forces in LCS");
FEMModel.m_arrFemMembers[i].m_VElemIF_LCS_StNode.Print1DVector();
FEMModel.m_arrFemMembers[i].GetArrElemIF_LCS_EnNode();
Console.WriteLine("Element Index No.: " + i + "; " + "Node No.: " + FEMModel.m_arrFemMembers[i].NodeEnd.ID + "; " + "End Node Internal Forces in LCS");
FEMModel.m_arrFemMembers[i].m_VElemIF_LCS_EnNode.Print1DVector();
}
}
// Calculate IF in x-places
int inum_cut = 11;
int inum_segm = 10;
}
public static void Test()
{
System.Console.WriteLine(String.Empty.PadRight(78, '#'));
System.Console.WriteLine(Environment.NewLine);
System.Console.WriteLine("Test of MatrixF64");
System.Console.WriteLine(Environment.NewLine);
System.Console.WriteLine(String.Empty.PadRight(78, '#'));
System.Console.WriteLine(Environment.NewLine);
System.Console.WriteLine(Environment.NewLine);
System.Console.WriteLine("Test of matrix initialization:");
System.Console.WriteLine(Environment.NewLine);
// A 5x3 matrix (5 rows x 3 columns) with
// 64-bit floating-point entries:
MatrixF64 m =
new MatrixF64
(
5, 3,
0.0, 1.0, 2.0, // row 0
3.0, 4.0, 5.0, // row 1
6.0, 7.0, 8.0, // row 2
9.0, 10.0, 11.0, // row 3
12.0, 13.0, 14.0 // row 4
);
m.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 0, 1, 2 ] // row 0
// [ 3, 4, 5 ] // row 1
// [ 6, 7, 8 ] // row 2
// [ 9, 10, 11 ] // row 3
// [ 12, 13, 14 ] // row 4
// An 8x2 matrix (8 rows x 2 columns) with all 16
// 64-bit floating-point entries set to zero:
MatrixF64 z = MatrixF64.Zero(8, 2);
z.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 0, 0 ] // row 0
// [ 0, 0 ] // row 1
// [ 0, 0 ] // row 2
// [ 0, 0 ] // row 3
// [ 0, 0 ] // row 4
// [ 0, 0 ] // row 5
// [ 0, 0 ] // row 6
// [ 0, 0 ] // row 7
// Examples of matrix addition, subtraction, and multiplication:
System.Console.WriteLine(Environment.NewLine);
System.Console.WriteLine("Test of matrix addition, subtraction, and multiplication:");
System.Console.WriteLine(Environment.NewLine);
MatrixF64 a =
new MatrixF64
(
3, 5,
0.0, 1.0, 2.0, 3.0, 4.0, // row 0
5.0, 6.0, 7.0, 8.0, 9.0, // row 1
10.0, 11.0, 12.0, 13.0, 14.0 // row 2
);
MatrixF64 b =
new MatrixF64
(
3, 5,
4.0, -3.0, 2.0, -1.0, 0.0, // row 0
-9.0, 8.0, -7.0, 6.0, -5.0, // row 1
14.0, -13.0, 12.0, -11.0, 10.0 // row 2
);
MatrixF64 c =
new MatrixF64
(
5, 3,
0.0, 1.0, 2.0, // row 0
3.0, 4.0, 5.0, // row 1
6.0, 7.0, 8.0, // row 2
9.0, 10.0, 11.0, // row 3
12.0, 13.0, 14.0 // row 4
);
MatrixF64 result = new MatrixF64();
result = a + b;
result.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 4, -2, 4, 2, 4 ]
// [ -4, 14, 0, 14, 4 ]
// [ 24, -2, 24, 2, 24 ]
result = a - b;
result.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ -4, 4, 0, 4, 4 ]
// [ 14, -2, 14, 2, 14 ]
// [ -4, 24, 0, 24, 4 ]
result = -a;
result.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 0, -1, -2, -3, -4 ]
// [ -5, -6, -7, -8, -9 ]
// [ -10, -11, -12, -13, -14 ]
result = 3.0 * a;
result.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 0, 3, 6, 9, 12 ]
// [ 15, 18, 21, 24, 27 ]
// [ 30, 33, 36, 39, 42 ]
result = a * c; // (3x5) * (5x3) = (3x3)
result.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 90, 100, 110 ]
// [ 240, 275, 310 ]
// [ 390, 450, 510 ]
result = c * a; // (5x3) * (3x5) = (5x5)
result.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 25, 28, 31, 34, 37 ]
// [ 70, 82, 94, 106, 118 ]
// [ 115, 136, 157, 178, 199 ]
// [ 160, 190, 220, 250, 280 ]
// [ 205, 244, 283, 322, 361 ]
// Examples of multiplying by an identity matrix:
System.Console.WriteLine(Environment.NewLine);
System.Console.WriteLine("Test of multiplying by an identity matrix:");
System.Console.WriteLine(Environment.NewLine);
MatrixF64 identity3x3 = MatrixF64.Identity(3);
identity3x3.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 1, 0, 0 ]
// [ 0, 1, 0 ]
// [ 0, 0, 1 ]
MatrixF64 s3x3 =
new MatrixF64
(
3, 3,
0.0, 1.0, 2.0, // row 0
3.0, 4.0, 5.0, // row 1
6.0, 7.0, 8.0 // row 2
);
result = s3x3 * identity3x3;
result.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 0, 1, 2 ]
// [ 3, 4, 5 ]
// [ 6, 7, 8 ]
// (i.e., the same as s3x3)
result = identity3x3 * s3x3;
result.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 0, 1, 2 ]
// [ 3, 4, 5 ]
// [ 6, 7, 8 ]
// (i.e., the same as s3x3)
// Example of LU factoring and back-substitution:
System.Console.WriteLine(Environment.NewLine);
System.Console.WriteLine("Test of LU factoring and back-substitution:");
System.Console.WriteLine(Environment.NewLine);
MatrixF64 a3x3 =
new MatrixF64
(
3, 3,
0.0, 1.0, 2.0, // row 0
3.0, 4.0, 5.0, // row 1
6.0, 7.0, 8.0 // row 2
);
int[] rowPermutationOfOriginalMatrix = null;
bool rowInterchangeParityIsOdd = false;
MatrixF64 a3x3LU = null;
MatrixF64.FindLUFactorsOfARowPermutedVersionOfAnOriginalMatrix
(
a3x3,
ref a3x3LU,
ref rowPermutationOfOriginalMatrix,
ref rowInterchangeParityIsOdd
);
a3x3LU.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 6, 7, 8 ]
// [ 0, 1, 2 ]
// [ 0.5, 0.5, 1e-19 ]
// The matrix above is a combination of the L and U
// matrices. The L matrix is 0 above the diagonal,
// 1 on the diagonal, and the shown values below the
// diagonal. The U matrix is 0 below the diagonal,
// and the shown values on and above the diagonal.
// This LU factoring is of a ROW-PERMUTED version
// of the original matrix.
// The following L and U matrices are manually formed
// by inspecting the LU factoring matrix above.
MatrixF64 L3x3 =
new MatrixF64
(
3, 3,
1.0, 0.0, 0.0, // row 0
0.0, 1.0, 0.0, // row 1
0.5, 0.5, 1.0 // row 2
);
MatrixF64 U3x3 =
new MatrixF64
(
3, 3,
6.0, 7.0, 8.0, // row 0
0.0, 1.0, 2.0, // row 1
0.0, 0.0, 0.0 // row 2
);
// The product (L)*(U) produces a ROW-PERMUTED version
// of the original matrix:
result = L3x3 * U3x3;
result.WriteLine(4);
System.Console.WriteLine(Environment.NewLine);
// [ 6, 7, 8 ]
// [ 0, 1, 2 ]
// [ 3, 4, 5 ]
VectorF64 b3x1 = new VectorF64(1.0, 2.0, 3.0);
VectorF64 x3x1 = null;
MatrixF64.LUBacksubstitution
(
a3x3LU,
rowPermutationOfOriginalMatrix,
b3x1,
ref x3x1
);
// Solution vector
x3x1.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// ( -0.66666667, 1, 0 )
// Both the given b3x1 and this x3x1 are relative to the
// original matrix, a3x3. The a3x3LU for a ROW-PERMUTED
// version of a3x3, but LUBacksubstitution accepts a
// non-permuted product vector (e.g., b3x1) and produces
// a non-permuted solution vector (e.g., x3x1).
// Check solution by multiplying the original matrix a3x3
// by the solution vector x3x1, to get a product vector.
VectorF64 checkb3x1 = a3x3 * x3x1;
checkb3x1.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// ( 1, 2, 3 )
// This matches the b3x1 vector we specified above, so
// the solution is valid.
// Examples of matrix determinants:
System.Console.WriteLine(Environment.NewLine);
System.Console.WriteLine("Test of matrix determinants:");
System.Console.WriteLine(Environment.NewLine);
MatrixF64 d2x2 =
new MatrixF64
(
2, 2,
2.0, 5.0, // row 0
-4.0, -7.0 // row 1
);
double detd2x2 = d2x2.Determinant();
System.Console.WriteLine(detd2x2);
System.Console.WriteLine(Environment.NewLine);
// detd2x2 = 6
MatrixF64 d3x3 =
new MatrixF64
(
3, 3,
2.0, 5.0, 7.0, // row 0
-4.0, -1.0, 6.0, // row 1
9.0, 8.0, 3.0 // row 2
);
double detd3x3 = d3x3.Determinant();
System.Console.WriteLine(detd3x3);
System.Console.WriteLine(Environment.NewLine);
// detd3x3 = 67
MatrixF64 d4x4 =
new MatrixF64
(
4, 4,
7.0, -5.0, 2.0, 4.0, // row 0
3.0, 2.0, 6.0, 3.0, // row 1
-9.0, 8.0, -3.0, 2.0, // row 2
5.0, 3.0, 2.0, 5.0 // row 3
);
double detd4x4 = d4x4.Determinant();
System.Console.WriteLine(detd4x4);
System.Console.WriteLine(Environment.NewLine);
// detd4x4 = 1457
// Examples of matrix inverses:
System.Console.WriteLine(Environment.NewLine);
System.Console.WriteLine("Test of matrix inverses:");
System.Console.WriteLine(Environment.NewLine);
MatrixF64 m2x2 =
new MatrixF64
(
2, 2,
2.0, 5.0, // row 0
-4.0, -7.0 // row 1
);
MatrixF64 inversem2x2 = m2x2.Inverse();
inversem2x2.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ -1.1666667, -0.83333333 ]
// [ 0.66666667, 0.33333333 ]
MatrixF64 prodinvm2x2andm2x2 = inversem2x2 * m2x2;
prodinvm2x2andm2x2.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 1, 8.8817842e-16 ]
// [ 0, 1 ]
// This product is very close to a
// 2x2 identity matrix, as it should be.
MatrixF64 prodm2x2andinvm2x2 = m2x2 * inversem2x2;
prodm2x2andinvm2x2.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 1, 0 ]
// [ 0, 1 ]
// This product is the 2x2 identity matrix,
// as it should be.
MatrixF64 m3x3 =
new MatrixF64
(
3, 3,
2.0, 5.0, 7.0, // row 0
-4.0, -1.0, 6.0, // row 1
9.0, 8.0, 3.0 // row 2
);
MatrixF64 inversem3x3 = m3x3.Inverse();
inversem3x3.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ -0.76119403, 0.6119403, 0.55223881 ]
// [ 0.98507463, -0.85074627, -0.59701493 ]
// [ -0.34328358, 0.43283582, 0.26865672 ]
MatrixF64 prodinvm3x3andm3x3 = inversem3x3 * m3x3;
prodinvm3x3andm3x3.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 1, 0, 4.4408921e-16 ]
// [ 0, 1, 0 ]
// [ 0, 0, 1 ]
// This product is very close to a 3x3 identity matrix,
// as it should be.
MatrixF64 prodm3x3andinvm3x3 = m3x3 * inversem3x3;
prodm3x3andinvm3x3.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 1, -4.4408921e-16, 4.4408921e-16 ]
// [ 0, 1, -2.220446e-16 ]
// [ -4.4408921e-16, 0, 1 ]
// This product is very close to a 3x3 identity matrix,
// as it should be.
// Examples of a product of a matrix and a vector:
System.Console.WriteLine(Environment.NewLine);
System.Console.WriteLine("Test of a product of a matrix and a vector:");
System.Console.WriteLine(Environment.NewLine);
MatrixF64 t3x3 =
new MatrixF64
(
3, 3,
2.0, 5.0, 7.0, // row 0
-4.0, -1.0, 6.0, // row 1
9.0, 8.0, 3.0 // row 2
);
VectorF64 p3x1 = new VectorF64(1.0, 2.0, 3.0);
VectorF64 q3x1 = t3x3 * p3x1;
q3x1.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// ( 33, 12, 34 )
// The multiplicative product of the inverse
// of the matrix and the result vector computed
// above should produce the original vector.
MatrixF64 inverset3x3 = t3x3.Inverse();
VectorF64 prodinvt3x3andq3x1 = inverset3x3 * q3x1;
prodinvt3x3andq3x1.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// ( 1, 2, 3 )
// This vector is equal to the original vector,
// as expected.
// Example of using a homogeneous matrix to
// translate a homogeneous vector:
System.Console.WriteLine(Environment.NewLine);
System.Console.WriteLine("Test of using a homogeneous matrix to translate a homogeneous vector:");
System.Console.WriteLine(Environment.NewLine);
// Forming a homogeneous matrix that represents
// a translation:
VectorF64 homogeneousTranslationVector4x1 =
new VectorF64(10.0, 20.0, 30.0, 1.0);
MatrixF64 translation4x4 =
MatrixF64.FormHomogeneousTranslationMatrix
(homogeneousTranslationVector4x1);
translation4x4.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// [ 1, 0, 0, 10 ]
// [ 0, 1, 0, 20 ]
// [ 0, 0, 1, 30 ]
// [ 0, 0, 0, 1 ]
// Using the homogeneous matrix to translate
// a homogeneous vector:
VectorF64 homogeneousVector =
new VectorF64(5.0, 6.0, 7.0, 1.0);
VectorF64 translatedVector =
translation4x4 * homogeneousVector;
translatedVector.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// ( 15, 26, 37, 1 )
// The relevant vector components (5,6,7)
// were translated by (10,20,30) by the
// homogeneous translation matrix.
// Example of using a homogeneous matrix
// to rotate a homogeneous vector:
System.Console.WriteLine(Environment.NewLine);
System.Console.WriteLine("Test of using a homogeneous matrix to rotate a homogeneous vector:");
System.Console.WriteLine(Environment.NewLine);
// Forming a homogeneous rotation matrix that
// rotates a positive component along coordinate
// axis 0 to a positive component along
// cooridnate axis 1, in 3-dimensional space.
// (The homogeneous matrix must be (3+1)=4
// rows by (3+1)=4 columns.)
MatrixF64 rotation4x4 =
MatrixF64.Rab(4, 0, 1, (0.5 * Math.PI));
rotation4x4.WriteLine(3);
System.Console.WriteLine(Environment.NewLine);
// [ 6.12e-17, -1, 0, 0 ]
// [ 1, 6.12e-17, 0, 0 ]
// [ 0, 0, 1, 0 ]
// [ 0, 0, 0, 1 ]
// (The entries '6.12e-17' are negligible.)
// The upper-left 3x3 part of the matrix represents
// a counterclockwise rotation of a quarter-turn
// such that a positive component along axis 0
// would be rotated to a positive component along
// axis 1, in 3-dimensional space.
// Using the homogeneous rotation matrix to
// rotate a homogeneous vector:
VectorF64 homogeneousVector2 =
new VectorF64(5.0, 6.0, 7.0, 1.0);
VectorF64 rotatedVector =
rotation4x4 * homogeneousVector2;
rotatedVector.WriteLine();
System.Console.WriteLine(Environment.NewLine);
// ( -6, 5, 7, 1 )
// The relevant vector components (5,6,7) were
// rotated to (-6,5,7), which is consistent with
// a counterclockwise quarter-turn rotation
// with a rotation plane parallel to axes 0 and 1.
System.Console.WriteLine(Environment.NewLine);
System.Console.WriteLine(String.Empty.PadRight(78, '#'));
System.Console.WriteLine(Environment.NewLine);
}