public static void SimplySupportedBeamUDL()
{
var model = new BriefFiniteElementNet.Model();
var pin = new Constraint(
dx: DofConstraint.Fixed, dy: DofConstraint.Fixed, dz: DofConstraint.Fixed,
rx: DofConstraint.Fixed, ry: DofConstraint.Released, rz: DofConstraint.Released);
Node n1, n2;
model.Nodes.Add(n1 = new Node(x: 0.0, y: 0.0, z: 0.0)
{
Constraints = pin
});
model.Nodes.Add(n2 = new Node(x: 10.0, y: 0.0, z: 0.0)
{
Constraints = pin
});
var elm1 = new BarElement(n1, n2);
model.Elements.Add(elm1);
double height = 0.200;
double width = 0.050;
double E = 7900;
var section = new UniformGeometric1DSection(SectionGenerator.GetRectangularSection(height, width));
BaseMaterial material = UniformIsotropicMaterial.CreateFromYoungPoisson(E, 1);
elm1.Section = section;
elm1.Material = material;
var u1 = new Loads.UniformLoad(LoadCase.DefaultLoadCase, new Vector(0, 1, 1), -1, CoordinationSystem.Global);
elm1.Loads.Add(u1);
model.Solve_MPC();
double x;
Force reaction1 = n1.GetSupportReaction();
x = reaction1.Fz; //15000 = 3*10000/2 -> correct
x = reaction1.My; // 0 -> correct
Force f1_internal = elm1.GetExactInternalForceAt(-1 + 1e-10); //-1 is start
x = f1_internal.Fz;
x = f1_internal.My;
var delta = elm1.GetInternalDisplacementAt(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();
}
