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 SingleSpanBeamWithOverhang()
{
var model = new BriefFiniteElementNet.Model();
var pin = new Constraint(dx: DofConstraint.Fixed, dy: DofConstraint.Fixed, dz: DofConstraint.Fixed, rx: DofConstraint.Fixed, ry: DofConstraint.Fixed, 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);
elm1.Section = new BriefFiniteElementNet.Sections.UniformParametric1DSection(a: 0.01, iy: 8.3e-6, iz: 8.3e-6, j: 16.6e-6); //section's second area moments Iy and Iz = 8.3*10^-6, area = 0.01
elm1.Material = BriefFiniteElementNet.Materials.UniformIsotropicMaterial.CreateFromYoungPoisson(210e9, 0.3); //Elastic mudule is 210e9 and poisson ratio is 0.3
var frc = new Force();
frc.Fz = 1000;// 1kN force in Z direction
var elementLoad = new BriefFiniteElementNet.Loads.ConcentratedLoad();
elementLoad.CoordinationSystem = CoordinationSystem.Local;
elementLoad.Force = frc;
elementLoad.ForceIsoLocation = new IsoPoint(0);
//frc, 5, CoordinationSystem.Local);
elm1.Loads.Add(elementLoad); //is this possible?
model.Solve_MPC(); //crashes here
var val = elm1.GetExactInternalForceAt(-0.25);
var d2 = n2.GetNodalDisplacement();
}
static public void test1()
{
// Two span beam of 20m overall length with elements of 1m length
List <Node> nodeList = new List <Node>();
List <BarElement> elementList = new List <BarElement>();
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[0].Constraints = Constraints.MovementFixed & Constraints.FixedRX;
nodeList[10].Constraints = Constraints.FixedDZ & Constraints.FixedDY; // z = vertical
nodeList[nodeList.Count - 1].Constraints = Constraints.FixedDZ & Constraints.FixedDY; // z = vertical
model.Nodes.AddRange(nodeList);
model.Nodes[10].Settlements.Add(new Settlement(LoadCase.DefaultLoadCase, new Displacement(0, 0, -0.0000000000010, 0, 0, 0))); // This does not seem to be working correctly based on the reported displacement at Node 10
var load1 = new BriefFiniteElementNet.Loads.UniformLoad(LoadCase.DefaultLoadCase, 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 <= 19; m++)
{
BarElement el = new BarElement(nodeList[m], nodeList[m + 1]);
el.Section = secAA;
el.Material = mat;
el.Loads.Add(load1);
elementList.Add(el);
}
model.Elements.Add(elementList.ToArray());
model.Solve_MPC();//or model.Solve();
model.Trace.Listeners.Add(new ConsoleTraceListener());
PosdefChecker.CheckModel_mpc(model, LoadCase.DefaultLoadCase);
var nde = nodeList[10];
var disp = nde.GetNodalDisplacement();
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); // -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", f1.My / 1000);
}
var str = new MemoryStream();
Model.Save(str, model);
str.Position = 0;
var m2 = Model.Load(str);
Console.WriteLine("Element BMyy is {0:0.000} kNm", elementList[19].GetExactInternalForceAt(0.999999).My / 1000);
}
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 void Test3()
{
var model = new BriefFiniteElementNet.Model();
var p = new Point[20];
var ns = new Node[20];
p[0] = new Point(x: 0, y: 1, z: 0);
p[1] = new Point(x: 0, y: 0, z: 0);
p[2] = new Point(x: 0.20, y: 0, z: 0);
p[3] = new Point(x: 0.20, y: 0, z: 0.20);
p[4] = new Point(x: 0.20, y: 1, z: 0);
p[5] = new Point(x: 0.20, y: 1, z: 0.20);
p[6] = new Point(x: 0, y: 1, z: 0.20);
p[7] = new Point(x: 0, y: 0, z: 0.20);
p[8] = new Point(x: 0, y: 0.50, z: 0);
p[9] = new Point(x: 0.20, y: 0.50, z: 0);
p[10] = new Point(x: 0, y: 0.50, z: 0.20);
p[11] = new Point(x: 0.20, y: 0.50, z: 0.20);
p[12] = new Point(x: 0.20, y: 0.25, z: 0.20);
p[13] = new Point(x: 0, y: 0.25, z: 0.20);
p[14] = new Point(x: 0, y: 0.25, z: 0);
p[15] = new Point(x: 0.20, y: 0.25, z: 0);
p[16] = new Point(x: 0.20, y: 0.75, z: 0.20);
p[17] = new Point(x: 0.20, y: 0.75, z: 0);
p[18] = new Point(x: 0, y: 0.75, z: 0);
p[19] = new Point(x: 0, y: 0.75, z: 0.20);
for (var i = 0; i < 20; i++)
{
model.Nodes.Add(ns[i] = new Node(p[i]));
ns[i].Label = "n" + i.ToString(CultureInfo.CurrentCulture);
ns[i].Constraints = Constraints.RotationFixed;
}
var mesh = new int[24][];
mesh[0] = new int[] { 0, 4, 16, 17 };
mesh[1] = new int[] { 8, 15, 12, 14 };
mesh[2] = new int[] { 8, 16, 17, 18 };
mesh[3] = new int[] { 10, 8, 11, 12 };
mesh[4] = new int[] { 5, 19, 0, 16 };
mesh[5] = new int[] { 1, 15, 14, 12 };
mesh[6] = new int[] { 8, 10, 11, 16 };
mesh[7] = new int[] { 3, 13, 1, 7 };
mesh[8] = new int[] { 3, 13, 12, 1 };
mesh[9] = new int[] { 8, 12, 13, 14 };
mesh[10] = new int[] { 1, 15, 12, 2 };
mesh[11] = new int[] { 9, 8, 11, 16 };
mesh[12] = new int[] { 10, 8, 12, 13 };
mesh[13] = new int[] { 5, 0, 4, 16 };
mesh[14] = new int[] { 5, 19, 6, 0 };
mesh[15] = new int[] { 8, 19, 16, 18 };
mesh[16] = new int[] { 8, 19, 10, 16 };
mesh[17] = new int[] { 0, 19, 18, 16 };
mesh[18] = new int[] { 1, 3, 2, 12 };
mesh[19] = new int[] { 8, 15, 9, 12 };
mesh[20] = new int[] { 13, 12, 1, 14 };
mesh[21] = new int[] { 8, 9, 11, 12 };
mesh[22] = new int[] { 9, 8, 16, 17 };
mesh[23] = new int[] { 16, 0, 17, 18 };
foreach (var elm in mesh)
{
var felm = new Tetrahedral();
felm.Nodes[0] = ns[elm[0]];
felm.Nodes[1] = ns[elm[1]];
felm.Nodes[2] = ns[elm[2]];
felm.Nodes[3] = ns[elm[3]];
felm.E = 210e9;
felm.Nu = 0.33;
model.Elements.Add(felm);
}
var relm = new BriefFiniteElementNet.MpcElements.RigidElement_MPC();
relm.Nodes = new NodeList()
{
ns[0], ns[4], ns[5], ns[6]
};
relm.UseForAllLoads = true;
//model.MpcElements.Add(relm);
ns[1].Constraints = ns[2].Constraints = ns[3].Constraints = ns[7].Constraints = Constraints.Fixed;
var load = new BriefFiniteElementNet.NodalLoad();
var frc = new Force();
frc.Fz = 1000;// 1kN force in Z direction
load.Force = frc;
ns[5].Loads.Add(load);
ns[6].Loads.Add(load);
model.Solve_MPC();
var d5 = ns[5].GetNodalDisplacement();
var d6 = ns[6].GetNodalDisplacement();
Console.WriteLine("Nodal displacement in Z direction is {0} meters (thus {1} mm)", d5.DZ, d5.DZ * 1000);
Console.WriteLine("Nodal displacement in Z direction is {0} meters (thus {1} mm)", d6.DZ, d6.DZ * 1000);
var tetra = model.Elements[0] as Tetrahedral;
var stress = tetra.GetInternalForce(LoadCombination.DefaultLoadCombination);
}