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;
}
/////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////
// 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();
}
}
