public static void Run2()
{
// Two span beam of 20m overall length with elements of 1m length
// Vertical 'springs' are used at supports
var model = new Model();
var n0 = new Node(0, 0, 0);
var n1 = new Node(5, 0, 0);
var n2 = new Node(10, 0, 0);
var e1 = new BarElement(n0, n1);
var e2 = new BarElement(n1, n2);
model.Nodes.Add(n0, n1, n2);
model.Elements.Add(e1, e2);
n0.Constraints = Constraints.MovementFixed;
n1.Constraints = Constraints.Fixed;
n2.Constraints = Constraints.MovementFixed;
n1.Settlements.Add(new Settlement(new Displacement(0, 0, -0.01, 0, 0, 0)));
var a = 0.1; // m²
var iy = 0.008333; // m4
var iz = 8.333e-5; // m4
var j = 0.1 * 0.1 * 0.1 * 1 / 12.0; // m4
var e = 205e9; // N/m²
var nu = 0.3; // Poisson's ratio
var secAA = new BriefFiniteElementNet.Sections.UniformParametric1DSection(a, iy, iz, j);
var mat = BriefFiniteElementNet.Materials.UniformIsotropicMaterial.CreateFromYoungPoisson(e, nu);
e1.Section = e2.Section = secAA;
e1.Material = e2.Material = mat;
model.Solve_MPC();//or model.Solve();
var disp = n0.GetNodalDisplacement();
Console.WriteLine("Node 1 displacement in Z direction is {0:0.000} m", disp.DZ);
Console.WriteLine("Node 1 rotation in YY direction is {0:0.000} rads\n", disp.RY);
Console.WriteLine("Node 0 vertical reaction {0:0.000} kN", n0.GetSupportReaction().Fz / 1000); // gives 51.171 kN CORRECT
Console.WriteLine("Node 1 vertical reaction {0:0.000} kN", n1.GetSupportReaction().Fz / 1000); // gives 102397.658 kN INCORRECT (EXPECT -102.342 kN)
Console.WriteLine("Node 2 vertical reaction {0:0.000} kN", n2.GetSupportReaction().Fz / 1000); // gives 51.171 kN CORRECT
Console.ReadKey();
}
static public void Run3()
{
// 2 x 20m spans with elements of 1m length
// Test of running model with 4 loadcases - 2 with vertical loads and 2 with settlements
// It can be seen that results for loadCase3 are only correct if it uses the DefaultLoadCase
List <Node> nodeList = new List <Node>();
List <BarElement> elementList = new List <BarElement>();
var model = new BriefFiniteElementNet.Model();
for (double n = 0; n <= 40; n = n + 1)
{
nodeList.Add(new Node(x: n, y: 0.0, z: 0.0)
{
Label = "N" + n
});
}
nodeList[0].Constraints = Constraints.MovementFixed & Constraints.FixedRX; // Constraints.FixedDX & Constraints.FixedDY & Constraints.FixedDZ & Constraints.FixedRY & Constraints.FixedRZ;
nodeList[20].Constraints = Constraints.FixedDZ & Constraints.FixedDY; // z = vertical
nodeList[nodeList.Count - 1].Constraints = Constraints.FixedDZ & Constraints.FixedDY; // z = vertical
model.Nodes.AddRange(nodeList);
model.Trace.Listeners.Add(new ConsoleTraceListener());
List <LoadCase> loadCases = new List <LoadCase>();
LoadCase loadCase1 = new LoadCase("L1", LoadType.Dead);
LoadCase loadCase2 = new LoadCase("L2", LoadType.Dead);
LoadCase loadCase3 = new LoadCase("L3", LoadType.Other); // using LoadCase.DefaultLoadCase gives correct loadCase3 results
LoadCase loadCase4 = new LoadCase("L4", LoadType.Other);
loadCases.Add(loadCase1);
loadCases.Add(loadCase2);
loadCases.Add(loadCase3);
loadCases.Add(loadCase4);
var load1 = new BriefFiniteElementNet.Loads.UniformLoad(loadCase1, new Vector(0, 0, 1), -6000, CoordinationSystem.Global); // Load in N/m
var load2 = new BriefFiniteElementNet.Loads.UniformLoad(loadCase2, new Vector(0, 0, 1), -6000, CoordinationSystem.Global); // Load in N/m
var a = 0.1; // m²
var iy = 0.008333; // m4
var iz = 8.333e-5; // m4
var j = 0.1 * 0.1 * 0.1 * 1 / 12.0; // m4
var e = 205e9; // N/m²
var nu = 0.3; // Poisson's ratio
var secAA = new BriefFiniteElementNet.Sections.UniformParametric1DSection(a, iy, iz, j);
var mat = BriefFiniteElementNet.Materials.UniformIsotropicMaterial.CreateFromYoungPoisson(e, nu);
for (int m = 0; m < 40; m++)
{
BarElement el = new BarElement(nodeList[m], nodeList[m + 1]);
el.Section = secAA;
el.Material = mat;
el.Loads.Add(load1);
el.Loads.Add(load2);
elementList.Add(el);
}
model.Elements.Add(elementList.ToArray());
model.Nodes[20].Settlements.Add(new Settlement(loadCase3, new Displacement(0, 0, -0.010, 0, 0, 0))); // -10mm settlement
model.Nodes[20].Settlements.Add(new Settlement(loadCase4, new Displacement(0, 0, -0.010, 0, 0, 0))); // +10mm settlement
foreach (LoadCase loadCase in loadCases)
{
model.Solve_MPC(loadCase);
}
//model.Solve_MPC(loadCase1,loadCase2,loadCase3,loadCase4);
BarElement elem = (BarElement)model.Elements[9];
for (int load = 0; load < loadCases.Count; load++)
{
//BarElement elem = (BarElement)model.Elements[9];
// For settlement loadcases GetExactInternalForce does not return the correct results
Force f = (load < 2) ?
elem.GetExactInternalForceAt(+0.999999, loadCases[load]) :
elem.GetInternalForceAt(+0.999999, loadCases[load]);
Console.WriteLine("Element 10 BMyy is {0:0.000} kNm at end", f.My / 1000);
}
var d = model.Nodes[20].GetNodalDisplacement(loadCase3);
var c1 = elem.GetInternalForceAt(+0.999999, loadCase3);
var c2 = elem.GetInternalForceAt(+0.999999, loadCase4);
// Results: Element 10 BMyy is -149.500 kNm at end (correct)
// Element 10 BMyy is -149.500 kNm at end (correct)
// Element 10 BMyy is 0.000 kNm at end (incorrect, should be -64.060)
// Element 10 BMyy is 64.060 kNm at end (correct)
}
public static void Run()
{
// Two span beam of 20m overall length with elements of 1m length
// Vertical 'springs' are used at supports
List <Node> nodeList = new List <Node>();
List <BarElement> elementList = new List <BarElement>();
LoadCase loadCase1 = new LoadCase("test", LoadType.Other);// LoadCase.DefaultLoadCase; // new LoadCase("L1", LoadType.Dead);
var model = new BriefFiniteElementNet.Model();
for (double n = 0; n <= 20; n = n + 1)
{
nodeList.Add(new Node(x: n, y: 0.0, z: 0.0)
{
Label = "N" + n
});
}
nodeList.Add(new Node(x: 0, y: 0.0, z: -2.0)
{
Label = "N21"
});
nodeList.Add(new Node(x: 10, y: 0.0, z: -2.0)
{
Label = "N22"
});
nodeList.Add(new Node(x: 20, y: 0.0, z: -2.0)
{
Label = "N23"
});
//var load1 = new BriefFiniteElementNet.Loads.UniformLoad(loadCase1, new Vector(0, 0, 1), 0, CoordinationSystem.Global); // Load in N/m (UDL = 0 N/m)
var a = 0.1; // m²
var iy = 0.008333
; // m4
var iz = 8.333e-5; // m4
var j = 0.1 * 0.1 * 0.1 * 1 / 12.0; // m4
var e = 205e9; // N/m²
var nu = 0.3; // Poisson's ratio
var secAA = new BriefFiniteElementNet.Sections.UniformParametric1DSection(a, iy, iz, j);
var mat = BriefFiniteElementNet.Materials.UniformIsotropicMaterial.CreateFromYoungPoisson(e, nu);
for (int m = 0; m <= 19; m++)
{
BarElement el = new BarElement(nodeList[m], nodeList[m + 1]);
el.Section = secAA;
el.Material = mat;
//el.Loads.Add(load1);
elementList.Add(el);
}
BarElement el2 = new BarElement(nodeList[0], nodeList[21]); el2.Section = secAA; el2.Material = mat; elementList.Add(el2);
BarElement el3 = new BarElement(nodeList[10], nodeList[22]); el3.Section = secAA; el3.Material = mat; elementList.Add(el3);
BarElement el4 = new BarElement(nodeList[20], nodeList[23]); el4.Section = secAA; el4.Material = mat; elementList.Add(el4);
nodeList[21].Constraints = Constraints.MovementFixed & Constraints.FixedRX; // Constraints.FixedDX & Constraints.FixedDY & Constraints.FixedDZ & Constraints.FixedRY & Constraints.FixedRZ;
nodeList[22].Constraints = Constraints.FixedDZ & Constraints.FixedDY & Constraints.FixedRX; // z = vertical
nodeList[23].Constraints = Constraints.FixedDZ & Constraints.FixedDY & Constraints.FixedRX; // z = vertical
nodeList[22].Settlements.Add(new Settlement(loadCase1, new Displacement(0, 0, -0.010, 0, 0, 0))); // -10mm settlement
model.Elements.Add(elementList.ToArray());
model.Nodes.AddRange(nodeList);
model.Solve_MPC(loadCase1);//or model.Solve();
var disp = nodeList[10].GetNodalDisplacement(loadCase1);
Console.WriteLine("Node 10 displacement in Z direction is {0:0.000} m", disp.DZ);
Console.WriteLine("Node 10 rotation in YY direction is {0:0.000} rads\n", disp.RY);
foreach (BarElement elem in elementList)
{
Force f1 = elem.GetExactInternalForceAt(-0.999999, loadCase1); // -1 = start, 0 = mid, 1 = end, exact solver takes UDL on member into account, doesn't then accept -1 or 1
Console.WriteLine("Element BMyy is {0:0.000} kNm at start, SFz is {1:0.000} kN at start", f1.My / 1000, f1.Fz / 1000);
Force f2 = elem.GetExactInternalForceAt(0.999999, loadCase1);
Console.WriteLine("Element BMyy is {0:0.000} kNm at end, SFz is {1:0.000} kN at start", f2.My / 1000, f2.Fz / 1000);
}
Console.WriteLine("Node 21 vertical reaction {0:0.000} kN", model.Nodes[21].GetSupportReaction(loadCase1).Fz / 1000); // gives 51.171 kN CORRECT
Console.WriteLine("Node 22 vertical reaction {0:0.000} kN", model.Nodes[22].GetSupportReaction(loadCase1).Fz / 1000); // gives 102397.658 kN INCORRECT (EXPECT -102.342 kN)
Console.WriteLine("Node 23 vertical reaction {0:0.000} kN", model.Nodes[23].GetSupportReaction(loadCase1).Fz / 1000); // gives 51.171 kN CORRECT
Console.ReadKey();
}
public static Model CreateModel(Matrix <double> coords, Matrix <double> occupancy, int xSize, int ySize, int zSize)
{
// Initiating Model, Nodes and Members
var model = new Model();
var nodes = new Dictionary <int, Node>();
var nodeIndices = new List <int>();
//if occupied add node to model
for (int i = 0; i < coords.RowCount; i++)
{
if (occupancy[i, 0] == 1.0)
{
nodes[i] = new Node(coords[i, 0], coords[i, 1], coords[i, 2]);
nodeIndices.Add(i);
}
}
//for node in nodes, connect to neighbours
int groundLevel = 0; // nodeIndices.Select(i => i / (xSize * ySize)).Min();
int topLevel = zSize - 1; // nodeIndices.Select(i => i / (xSize * ySize)).Max();
//int topNode = nodeIndices.Max();
var b = nodeIndices.Where(value => (value / (xSize * ySize) == 5)).Count();
int topNode;
try
{
topNode = nodeIndices.Where(value => (value / (xSize * ySize) == topLevel)).Max(); //this line fails if can't find something on top row.
}
catch
{
return(null);
}
int fixedCount = 0;
var sec = new BriefFiniteElementNet.Sections.UniformParametric1DSection(a: 0.1, iy: 0.1, iz: 0.1);
var mat = BriefFiniteElementNet.Materials.UniformIsotropicMaterial.CreateFromYoungPoisson(210e9, 0.3);
var elements = new ConcurrentBag <Element>();
Parallel.For(0, nodeIndices.Count, i =>
{
var index = nodeIndices[i];
int x = (index % (xSize * ySize)) % xSize;
int y = (index % (xSize * ySize)) / xSize; //integer division
int z = index / (xSize * ySize); //integer division
var xNeigh = index + 1;
var yNeigh = index + xSize;
var zNeigh = index + xSize * ySize;
//lock nodes on the ground floor
if (z == groundLevel)
{
nodes[index].Constraints = Constraint.Fixed;
fixedCount++;
}
if (x < xSize - 1 & nodeIndices.Contains(xNeigh))
{
var xBar = new BarElement(nodes[index], nodes[xNeigh])
{
Label = index.ToString() + ":" + xNeigh.ToString()
};
xBar.Material = mat;
xBar.Section = sec;
elements.Add(xBar);
}
if (y < ySize - 1 & nodeIndices.Contains(yNeigh))
{
var yBar = new BarElement(nodes[index], nodes[yNeigh])
{
Label = index.ToString() + ":" + yNeigh.ToString()
};
yBar.Material = mat;
yBar.Section = sec;
elements.Add(yBar);
}
if (z < zSize - 1 & nodeIndices.Contains(zNeigh))
{
var zBar = new BarElement(nodes[index], nodes[zNeigh])
{
Label = index.ToString() + ":" + zNeigh.ToString()
};
zBar.Material = mat;
zBar.Section = sec;
elements.Add(zBar);
}
});
model.Nodes.AddRange(nodes.Values);
model.Elements.Add(elements.ToArray());
//Applying load
var force = new Force(0, -5000, -0, 0, 0, 0);
nodes[topNode].Loads.Add(new NodalLoad(force));//adds a load with LoadCase of DefaultLoadCase to node loads
model.Solve();
return(model);
}
