public static void Test1()
{
var model = new Model();
Node n1, n2;
model.Nodes.Add(n1 = new Node(0, 0, 0)
{
Constraints = Constraints.Fixed
});
model.Nodes.Add(n2 = new Node(1, 0, 0)
{
Constraints = Constraints.Fixed
});
var elm = new BarElement(n1, n2);
elm.Section = new BriefFiniteElementNet.Sections.UniformParametric1DSection(a: 0.01, iy: 0.01, iz: 0.01, j: 0.01);
elm.Material = BriefFiniteElementNet.Materials.UniformIsotropicMaterial.CreateFromYoungPoisson(210e9, 0.3);
var load = new Loads.UniformLoad();
load.Case = LoadCase.DefaultLoadCase;
load.CoordinationSystem = CoordinationSystem.Global;
load.Direction = Vector.K;
load.Magnitude = 10;
elm.Loads.Add(load);
model.Elements.Add(elm);
model.Solve_MPC();
var f1 = elm.GetInternalForceAt(0);
var f2 = elm.GetExactInternalForceAt(0);
}
public static void testInternalForce_Console()
{
var model = new Model();
var ndes = new Node[] { new Node(0, 0, 0), new Node(3, 0, 0) };
var h = UnitConverter.In2M(4);
var w = UnitConverter.In2M(4);
var e = UnitConverter.Psi2Pas(20e4);
var a = h * w;
var iy = h * h * h * w / 12;
var iz = w * w * w * h / 12;
var j = iy + iz;
var sec = new Sections.UniformParametric1DSection(a = 1, iy = 1, iz = 1, j = 1);
var mat = UniformIsotropicMaterial.CreateFromYoungPoisson(e = 1, 0.25);
var elm = new BarElement(ndes[0], ndes[1])
{
Material = mat, Section = sec, Behavior = BarElementBehaviours.FullFrame
};
//var elm2 = new BarElement(ndes[1], ndes[2]) { Material = mat, Section = sec, Behavior = BarElementBehaviours.FullFrame };
model.Elements.Add(elm);
model.Nodes.Add(ndes);
ndes[0].Constraints = Constraints.Fixed;
ndes[1].Loads.Add(new NodalLoad(new Force(1, 0, 1, 0, 0, 0)));
model.Solve_MPC();
var tr = elm.GetTransformationManager();
var d1 = tr.TransformLocalToGlobal(elm.GetInternalDisplacementAt(1 - 1e-10, LoadCase.DefaultLoadCase));
var d2 = ndes[1].GetNodalDisplacement(LoadCase.DefaultLoadCase);
var frc = elm.GetInternalForceAt(-1, LoadCase.DefaultLoadCase);
var gfrc = elm.GetTransformationManager().TransformLocalToGlobal(frc);
var f0 = ndes[0].GetSupportReaction();
}
public static void TestEndreleaseInternalForce()
{
/**/
var m1 = new Model();
var I = (0.1 * 0.1 * 0.1 * 0.1) / 12;
var A = (0.1 * 0.1 * 0.1);
var E = 210e9;
var sec = new Sections.UniformParametric1DSection(A, I, I, I);
var mat = new Materials.UniformIsotropicMaterial(E, 0.3);
var p = 1e3;
/**/
//var p0 = new Point(0, 0, 0);
//var p1 = new Point(3, 4, 5);
var l = 4.0;
{//model 1
var el1 = new BarElement(3);
el1.Nodes[0] = new Node(0, 0, 0)
{
Constraints = Constraints.Fixed & Constraints.FixedRX, Label = "n0"
};;
el1.Nodes[1] = new Node(l, 0, 0)
{
Label = "n1"
};
el1.Nodes[2] = new Node(2 * l, 0, 0)
{
Constraints = Constraints.Released, Label = "n2"
};
el1.Section = sec;
el1.Material = mat;
m1.Nodes.Add(el1.Nodes);
m1.Elements.Add(el1);
m1.Nodes[1].Loads.Add(new NodalLoad(new Force(0, 0, p, 0, 0, 0)));
var ep = 1e-10;
m1.Solve_MPC();
var frc = el1.GetInternalForceAt(1 - ep);
var fnc = new Func <double, double>(i => el1.GetInternalDisplacementAt(i).DZ);
Controls.FunctionVisualizer.VisualizeInNewWindow(fnc, -1 + ep, 1 - ep);
var s2 = m1.Nodes["n2"].GetSupportReaction();
var s0 = m1.Nodes["n0"].GetSupportReaction();
var k = (el1 as BarElement).GetLocalStifnessMatrix();
}
//m1.Solve_MPC();
// m2.Solve_MPC();
// var d1 = m1.Nodes.Last().GetNodalDisplacement();
// var d2 = m2.Nodes.Last().GetNodalDisplacement();
}
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)
}
