private static void TestTriangle()
{
var t = 0.01;
var e = 210e9;
var nu = 0.2;
var n1 = new Node(new Point(0, 0, 0));
var n2 = new Node(new Point(3, 5, 7));
var n3 = new Node(new Point(1, -5, 4));
var dkt = new TriangleFlatShell()
{
Behavior = PlaneElementBehaviour.ThinPlate,
PoissonRatio = nu,
ElasticModulus = e,
Thickness = t
};
dkt.Nodes[0] = n1;
dkt.Nodes[1] = n2;
dkt.Nodes[2] = n3;
var tri = new TriangleElement();
tri.Behavior = PlateElementBehaviours.Shell;
tri.Section = new UniformParametric2DSection()
{
T = t
};
tri.Material = new UniformIsotropicMaterial(e, nu);// {E = e, Nu = nu};
tri.Nodes[0] = n1;
tri.Nodes[1] = n2;
tri.Nodes[2] = n3;
var kTri = tri.GetLocalStifnessMatrix();
var kDkt = dkt.GetLocalPlateBendingStiffnessMatrix();
var d = kTri - kDkt;
var xi = 0.162598494;
var eta = 0.284984989;
var b1 = new DktHelper().GetBMatrixAt(tri, xi, eta);
var lpts = dkt.GetLocalPoints();
var b2 = DktElement.GetBMatrix(xi, eta,
new[] { lpts[0].X, lpts[1].X, lpts[2].X },
new[] { lpts[0].Y, lpts[1].Y, lpts[2].Y });
// new DktHelper().GetBMatrixAt(tri, tri.GetTransformationMatrix(), xi, eta);
tri.GetLocalStifnessMatrix();
//GC.Collect();
var db = b1 - b2;
}
public Force[] GetGlobalEquivalentNodalLoads(DktElement element)
{
var a = (element as DktElement).GetArea();
Vector local = Vector.Zero;
if (CoordinationSystem == CoordinationSystem.Global)
{
var global = new Vector(_ux, _uy, _uz);
local = element.TranformGlobalToLocal(global);
}
else
{
local = new Vector(_ux, _uy, _uz);
}
local.X = local.Y = 0;//dkt only local Uz
var glob = element.TranformLocalToGlobal(local);
var buf = new Force[]
{ new Force(glob * a / 3, Vector.Zero), new Force(glob * a / 3, Vector.Zero), new Force(glob * a / 3, Vector.Zero) };
return(buf);
}
private void AddDktElement(MeshBuilder bldr, DktElement elm)
{
PolygonYz section = null;
var r = ElementVisualThickness / 2;
var p1 = elm.Nodes[0].Location;
var p2 = elm.Nodes[1].Location;
var p3 = elm.Nodes[2].Location;
bldr.AddTriangle(p1, p3, p2);
}
private Force[] GetGlobalEquivalentNodalLoads(DktElement elm)
{
//using lumped method.
var area = elm.GetArea();
var totv = area * elm.Thickness;
var totfx = _vx * totv;
var totfy = _vy * totv;
var totfz = _vz * totv;
var f = new Force(totfx / 3, totfy / 3, totfz / 3, 0, 0, 0);
return(new Force[] { f, f, f });
}
public static void Test2()
{
//a console beam
#region creating model
var model = new Model();
var l = 10; //in [m]
var w = 1;
var t = 0.1; //
var e = 210e9; //3600 ksi
var no = 0.2; //Poisson ratio
var n = 10;
var m = 100;
var span = 0.1;
var nodes = new Node[n + 1][];
for (var i = 0; i <= n; i++)
{
nodes[i] = new Node[m + 1];
for (var j = 0; j <= m; j++)
{
model.Nodes.Add(nodes[i][j] = new Node(i * span, j * span, 0));
if (j == 0)
{
nodes[i][j].Constraints = Constraint.Fixed;
}
var newCns = new Constraint(DofConstraint.Fixed, DofConstraint.Fixed, DofConstraint.Released,
DofConstraint.Released, DofConstraint.Released, DofConstraint.Fixed);
nodes[i][j].Constraints = nodes[i][j].Constraints & newCns;
}
}
for (var i = 0; i < n; i++)
{
for (var j = 0; j < m; j++)
{
//first elements
var elm1 = new DktElement()
{
ElasticModulus = e, PoissonRatio = no, Thickness = t
};
elm1.Nodes[0] = nodes[i][j];
elm1.Nodes[1] = nodes[i][j + 1];
elm1.Nodes[2] = nodes[i + 1][j];
model.Elements.Add(elm1);
//second elements
var elm2 = new DktElement()
{
ElasticModulus = e, PoissonRatio = no, Thickness = t
};
elm2.Nodes[0] = nodes[i + 1][j + 1];
elm2.Nodes[1] = nodes[i][j + 1];
elm2.Nodes[2] = nodes[i + 1][j];
model.Elements.Add(elm2);
}
}
//loading, 0.1 kips/sq. in. on all elements
foreach (var elm in model.Elements)
{
elm.Loads.Add(new UniformLoadForPlanarElements()
{
CoordinationSystem = CoordinationSystem.Global,
Uz = -1e3
});
}
//test loading, not one who is defined at pdf
/*
* for (var i = 0; i < n; i++)
* {
* for (var j = 0; j < n; j++)
* {
* nodes[i][j].Loads.Add(new NodalLoad(new Force(0, 0, 100, 0, 0, 0)));
* }
* }
*/
#endregion
model.Trace.Listeners.Add(new ConsoleTraceListener());
new ModelWarningChecker().CheckModel(model);
model.Solve();
var d = nodes[n / 2][m].GetNodalDisplacement();
}
public static void Test1()
{
//Example 7, page 120 of "Kaushalkumar Kansara" thesis
#region creating model
var model = new Model();
var l = 144 * 0.0254; //in [m]
var t = 6 * 0.0254; //
var e = 24821126255.44; //3600 ksi
var no = 0.2; //Poisson ratio
var n = 9;
var span = l / (n - 1);
var nodes = new Node[n][];
for (var i = 0; i < n; i++)
{
nodes[i] = new Node[n];
for (var j = 0; j < n; j++)
{
model.Nodes.Add(nodes[i][j] = new Node(i * span, j * span, 0));
if (i == 0 || i == n - 1 || j == 0 || j == n - 1)
{
nodes[i][j].Constraints = Constraint.Fixed;
}
var newCns = new Constraint(DofConstraint.Fixed, DofConstraint.Fixed, DofConstraint.Released,
DofConstraint.Released, DofConstraint.Released, DofConstraint.Fixed);
nodes[i][j].Constraints = nodes[i][j].Constraints & newCns;
}
}
for (var i = 0; i < n - 1; i++)
{
for (var j = 0; j < n - 1; j++)
{
//first elements
var elm1 = new DktElement()
{
ElasticModulus = e, PoissonRatio = no, Thickness = t
};
elm1.Nodes[0] = nodes[i][j];
elm1.Nodes[1] = nodes[i][j + 1];
elm1.Nodes[2] = nodes[i + 1][j];
model.Elements.Add(elm1);
//second elements
var elm2 = new DktElement()
{
ElasticModulus = e, PoissonRatio = no, Thickness = t
};
elm2.Nodes[0] = nodes[i + 1][j + 1];
elm2.Nodes[1] = nodes[i][j + 1];
elm2.Nodes[2] = nodes[i + 1][j];
model.Elements.Add(elm2);
}
}
//loading, 0.1 kips/sq. in. on all elements
foreach (var elm in model.Elements)
{
elm.Loads.Add(new UniformLoadForPlanarElements()
{
CoordinationSystem = CoordinationSystem.Global,
Uz = 689475.728 //0.1 kips/sq. in.
});
}
//test loading, not one who is defined at pdf
/*
* for (var i = 0; i < n; i++)
* {
* for (var j = 0; j < n; j++)
* {
* nodes[i][j].Loads.Add(new NodalLoad(new Force(0, 0, 100, 0, 0, 0)));
* }
* }
*/
#endregion
model.Trace.Listeners.Add(new ConsoleTraceListener());
new ModelWarningChecker().CheckModel(model);
model.Solve();
var d = nodes[n / 2][n / 2].GetNodalDisplacement();
}
