public static void ValidateOneSpanUniformLoad()
{
var model = new Model();
var ndes = new Node[] {
new Node(0, 0, 0),
new Node(1, 0, 0),
//new Node(2, 0, 0)
};
var h = 0.1;
var w = 0.05;
var a = h * w;
var iy = h * h * h * w / 12;
var iz = w * w * w * h / 12;
var j = iy + iz;
var e = 210e9;
var sec = new Sections.UniformParametric1DSection(a, iy, iz, j);
var mat = UniformIsotropicMaterial.CreateFromYoungPoisson(e, 0.25);
BarElement e1;
model.Elements.Add(e1 = new BarElement(ndes[0], ndes[1])
{
Material = mat, Section = sec, Behavior = BarElementBehaviours.FullFrame
});
//model.Elements.Add(new BarElement(ndes[1], ndes[2]) { Material = mat, Section = sec, Behavior = BarElementBehaviours.FullFrame });
e1.StartReleaseCondition =
//e1.EndReleaseCondition =
Constraints.MovementFixed;
var ld = new Loads.UniformLoad(LoadCase.DefaultLoadCase, Vector.K, 1000, CoordinationSystem.Global);
var eqload = e1.GetGlobalEquivalentNodalLoads(ld);
model.Nodes.Add(ndes);
ndes[0].Constraints = ndes[2].Constraints = Constraints.Fixed;
//ndes[1].Constraints = ndes[2].Constraints = Constraints.Fixed;
//for (var i = 0; i < model.Elements.Count; i++)
// (model.Elements[i] as BarElement).Loads.Add();
//ndes[1].Loads.Add(new NodalLoad(new Force(0, 1, 0, 0, 0, 0)));
model.Solve_MPC();
var res = OpenseesValidator.OpenseesValidate(model, LoadCase.DefaultLoadCase, false);
var disp = res[0];
var idx = disp.Columns["Absolute Error"].Ordinal;
var max = disp.Rows.Cast <DataRow>().Select(i => (double)i[idx]).Max();
}
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 void LoadInternalForce_uniformload_eulerbernoullybeam_endrelease()
{
//load internal force of beam with hinged ends should match the end releases
//if hinged then moment should be zero and so on
//added for issue#48
var w = 2.0;
var nodes = new Node[2];
nodes[0] = (new Node(0, 0, 0)
{
Label = "n0"
});
nodes[1] = (new Node(4, 0, 0)
{
Label = "n1"
});
var elm = new BarElement(nodes[0], nodes[1])
{
Label = "e0"
};
var u1 = new Loads.UniformLoad(LoadCase.DefaultLoadCase, -Vector.K, w, CoordinationSystem.Global);
var hlpr = new ElementHelpers.EulerBernoulliBeamHelper(BeamDirection.Y, elm);
var length = (elm.Nodes[1].Location - elm.Nodes[0].Location).Length;
elm.NodalReleaseConditions[0] = Constraints.MovementFixed;
elm.NodalReleaseConditions[1] = Constraints.MovementFixed & Constraints.FixedRX;
foreach (var x in CalcUtil.Divide(length, 10))
{
var xi = elm.LocalCoordsToIsoCoords(x);
var vi = -w * (length / 2 - x);
var mi = -w / 2 * (length * x - x * x);
var testFrc = hlpr.GetLoadInternalForceAt(elm, u1, new double[] { xi[0] * (1 - 1e-9) }).ToForce();
var exactFrc = new Force(fx: 0, fy: 0, fz: vi, mx: 0, my: mi, mz: 0);
var d = testFrc - exactFrc;
var dm = d.My;
var df = d.Fz;
Assert.IsTrue(dm.FEquals(0, 1e-5), "invalid value");
Assert.IsTrue(df.FEquals(0, 1e-5), "invalid value");
}
}
public static ValidationResult TestFixedEndMoment_uniformLoad()
{
var buff = new ValidationResult();
buff.Title = "Test #1 for UniformLoad on BarElement";
buff.Span.Add("p").Text("endforce from uniformload should be statically in equiblirium with uniform load");
var elm = new BarElement(new Node(0, 0, 0), new Node(8.66, 0, 5));
elm.Behavior = BarElementBehaviours.FullFrame;
var ld = new Loads.UniformLoad();
ld.Magnitude = 1;//*Math.Sqrt(2);
ld.Direction = Vector.K;
ld.CoordinationSystem = CoordinationSystem.Global;
elm.Loads.Add(ld);
var loads = elm.GetGlobalEquivalentNodalLoads(ld);
{//test 1 : static balance
var l = (elm.Nodes[1].Location - elm.Nodes[0].Location);
var totEndForces = new Force();
for (int i = 0; i < loads.Length; i++)
{
totEndForces += loads[i].Move(elm.Nodes[i].Location, elm.Nodes[0].Location);
}
var d = l / 2;
var gDir = ld.Direction;
if (ld.CoordinationSystem == CoordinationSystem.Local)
{
gDir = elm.GetTransformationManager().TransformLocalToGlobal(ld.Direction);
}
var cos = (1 / (d.Length * gDir.Length)) * Vector.Dot(d, gDir);
var f_mid = gDir * ld.Magnitude * (l.Length);//uniform load as concentrated load at middle
var m = Vector.Cross(d, f_mid);
var expectedForce = new Force(f_mid, m);
var zero = totEndForces - expectedForce;
buff.ValidationFailed = !zero.Forces.Length.FEquals(0, epsilon) || !zero.Moments.Length.FEquals(0, epsilon);
}
return(buff);
}
public static void Run()
{
var model = new Model();
var l = 5.0;
var n1 = new Node()
{
Constraints = Constraints.Fixed
};
var n2 = new Node(l, 0, 0)
{
Constraints = Constraints.Fixed
};
var elm = new BarElement();
elm.Material = Materials.UniformIsotropicMaterial.CreateFromYoungPoisson(210e9, 0.25);
elm.Section = new Sections.UniformGeometric1DSection(SectionGenerator.GetRectangularSection(0.05, 0.05));
elm.Nodes[0] = n1;
elm.Nodes[1] = n2;
// elm.EndReleaseCondition = Constraints.RotationFixed;
var load = new Loads.UniformLoad(LoadCase.DefaultLoadCase, Vector.K, 100, CoordinationSystem.Global);
//var load2 = new Loads.ConcentratedLoad();// LoadCase.DefaultLoadCase, Vector.K, -100, CoordinationSystem.Global);
//l/oad2.Force = new Force(0, 100, 100, 0, 0, 0);
//load2.ForceIsoLocation = new IsoPoint(0.5, 0, 0);
elm.Loads.Add(load);
model.Elements.Add(elm);
model.Nodes.Add(n1, n2);
model.Solve_MPC();
var fnc = new Func <double, double>(x =>
{
try
{
var xi = elm.LocalCoordsToIsoCoords(x);
var frc = elm.GetExactInternalForceAt(xi[0]);
return(frc.Fz);
}
catch
{
return(0);
}
});
Controls.FunctionVisualizer.VisualizeInNewWindow(fnc, 1E-6, l - 1E-6, 500);
}
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 TestFixedInternalForce2()
{
//internal force of 2 node beam beam with uniform load and both ends fixed
var w = 2.0;
//var model = new Model();
var nodes = new Node[2];
nodes[0] = (new Node(0, 0, 0)
{
Label = "n0"
});
nodes[1] = (new Node(4, 0, 0)
{
Label = "n1"
});
var elm = new BarElement(nodes[0], nodes[1])
{
Label = "e0"
};
var u1 = new Loads.UniformLoad(LoadCase.DefaultLoadCase, -Vector.J, w, CoordinationSystem.Global);
var hlpr = new ElementHelpers.EulerBernoulliBeamHelper(ElementHelpers.BeamDirection.Z);
var length = (elm.Nodes[1].Location - elm.Nodes[0].Location).Length;
hlpr.GetLoadInternalForceAt(elm, u1, new double[] { -0.5774 });
foreach (var x in CalcUtil.Divide(length, 10))
{
var xi = elm.LocalCoordsToIsoCoords(x);
var mi = w / 12 * (6 * length * x - 6 * x * x - length * length);
var vi = w * (length / 2 - x);
var testFrc = hlpr.GetLoadInternalForceAt(elm, u1, new double[] { xi[0] * (1 - 1e-9) });
var exactFrc = new Force(fx: 0, fy: vi, fz: 0, mx: 0, my: 0, mz: mi);
var d = testFrc.FirstOrDefault(i => i.Item1 == DoF.Rz).Item2 + exactFrc.Mz;
if (Math.Abs(d) > 1e-5)
{
}
}
}
public void LoadInternalForce_uniformload_eulerbernoullybeam_dirY()
{
//internal force of 2 node beam beam with uniform load and both ends fixed
var w = 2.0;
var nodes = new Node[2];
nodes[0] = (new Node(0, 0, 0)
{
Label = "n0"
});
nodes[1] = (new Node(4, 0, 0)
{
Label = "n1"
});
var elm = new BarElement(nodes[0], nodes[1])
{
Label = "e0"
};
var u1 = new Loads.UniformLoad(LoadCase.DefaultLoadCase, -Vector.K, w, CoordinationSystem.Global);
var hlpr = new ElementHelpers.EulerBernoulliBeamHelper(ElementHelpers.BeamDirection.Y);
var length = (elm.Nodes[1].Location - elm.Nodes[0].Location).Length;
foreach (var x in CalcUtil.Divide(length, 10))
{
var xi = elm.LocalCoordsToIsoCoords(x);
var mi = -w / 12 * (6 * length * x - 6 * x * x - length * length);
var vi = -w * (length / 2 - x);
var testFrc = hlpr.GetLoadInternalForceAt(elm, u1, new double[] { xi[0] * (1 - 1e-9) });
var exactFrc = new Force(fx: 0, fy: 0, fz: vi, mx: 0, my: mi, mz: 0);
var dm = testFrc.FirstOrDefault(i => i.Item1 == DoF.Ry).Item2 - exactFrc.My;
var df = testFrc.FirstOrDefault(i => i.Item1 == DoF.Dz).Item2 - exactFrc.Fz;
Assert.IsTrue(Math.Abs(dm) < 1e-5, "invalid value");
Assert.IsTrue(Math.Abs(df) < 1e-5, "invalid value");
}
}
public static ValidationResult Test_Trapezoid_1()
{
var buff = new ValidationResult();
buff.Title = "Test #2 for Trapezoid Load on BarElement";
buff.Span = new HtmlTag("span");
buff.Span.Add("p").Text("endforces from Trapezoidal load with 0 offset and same start and end should be same as uniform load");
var elm = new BarElement(new Node(0, 0, 0), new Node(1, 0, 0));
elm.Behavior = BarElementBehaviours.BeamZ;
var direction = Vector.K + Vector.I + Vector.J;
var ld_u = new Loads.UniformLoad();
ld_u.Magnitude = 1;//*Math.Sqrt(2);
ld_u.Direction = direction;
ld_u.CoordinationSystem = CoordinationSystem.Global;
var ld_t = new Loads.PartialNonUniformLoad();
//ld_t.EndLocation = ld_t.StartLocation = new double[] { 0 };
//ld_t.StartMagnitude = ld_t.EndMagnitude = new double[] { 1 };
ld_t.Direction = direction;
ld_t.CoordinationSystem = CoordinationSystem.Global;
var loads = elm.GetGlobalEquivalentNodalLoads(ld_u);
var loads2 = elm.GetGlobalEquivalentNodalLoads(ld_t);
var epsilon = 1e-9;
{//test 1 : equality betweeb above
var resid = new Force[loads.Length];
for (var i = 0; i < loads.Length; i++)
{
var f = resid[i] = loads[i] - loads2[i];
buff.ValidationFailed = Math.Abs(f.Forces.Length) > epsilon || Math.Abs(f.Moments.Length) > epsilon;
}
}
return(buff);
}
public void LoadEquivalentNodalLoads_uniformload_eulerbernoullybeam_dirZ()
{
//internal force of 2 node beam beam with uniform load and both ends fixed
var w = 2.0;
var nodes = new Node[2];
nodes[0] = (new Node(0, 0, 0)
{
Label = "n0"
});
nodes[1] = (new Node(4, 0, 0)
{
Label = "n1"
});
var elm = new BarElement(nodes[0], nodes[1])
{
Label = "e0"
};
var u1 = new Loads.UniformLoad(LoadCase.DefaultLoadCase, -Vector.J, w, CoordinationSystem.Global);
var hlpr = new ElementHelpers.EulerBernoulliBeamHelper(ElementHelpers.BeamDirection.Z, elm);
var loads = hlpr.GetLocalEquivalentNodalLoads(elm, u1);
var L = (elm.Nodes[1].Location - elm.Nodes[0].Location).Length;
var m1 = -w * L * L / 12;
var m2 = w * L * L / 12;
var v1 = -w * L / 2;
var v2 = -w * L / 2;
Assert.IsTrue(Math.Abs(loads[0].Fy - v1) < 1e-5, "invalid value");
Assert.IsTrue(Math.Abs(loads[0].Mz - m1) < 1e-5, "invalid value");
Assert.IsTrue(Math.Abs(loads[1].Fy - v2) < 1e-5, "invalid value");
Assert.IsTrue(Math.Abs(loads[1].Mz - m2) < 1e-5, "invalid value");
}
public void Run3()
{
var m1 = new Model();
var el1 = new BarElement();
el1.Nodes[0] = new Node(0, 0, 0)
{
Constraints = Constraints.MovementFixed & Constraints.FixedRX, Label = "n0"
};
el1.Nodes[1] = new Node(4, 0, 3)
{
Constraints = Constraints.MovementFixed, Label = "n1"
};
el1.Section = new Sections.UniformGeometric1DSection(SectionGenerator.GetISetion(0.24, 0.67, 0.01, 0.006));
el1.Material = UniformIsotropicMaterial.CreateFromYoungPoisson(210e9, 0.3);
var loadMagnitude = -1e3;
var loadDirection = Vector.K;
var l1 = new Loads.UniformLoad();
var elementDir = el1.Nodes[1].Location - el1.Nodes[0].Location;//or n0 - n1, does not matter
var absCosTeta = Vector.Cross(elementDir.GetUnit(), loadDirection.GetUnit()).Length;
l1.Direction = loadDirection;
l1.CoordinationSystem = CoordinationSystem.Global;
l1.Magnitude = loadMagnitude * absCosTeta; //magnitude should multiple by reduction coefficient absCosTeta
el1.Loads.Add(l1);
m1.Elements.Add(el1);
m1.Nodes.Add(el1.Nodes);
m1.Solve_MPC();
Console.WriteLine("n0 reaction: {0}", m1.Nodes[0].GetSupportReaction());
Console.WriteLine("n1 reaction: {0}", m1.Nodes[0].GetSupportReaction());
}
public void LoadInternalForce_uniformload_truss()
{
//internal force of 2 node beam beam with uniform load and both ends fixed
var w = 2.0;
var nodes = new Node[2];
var l = 4;
nodes[0] = (new Node(0, 0, 0)
{
Label = "n0"
});
nodes[1] = (new Node(4, 0, 0)
{
Label = "n1"
});
var elm = new BarElement(nodes[0], nodes[1])
{
Label = "e0"
};
var u1 = new Loads.UniformLoad(LoadCase.DefaultLoadCase, Vector.I, w, CoordinationSystem.Global);
var hlpr = new ElementHelpers.TrussHelper(elm);
for (var x = 0.0 + 1e-6; x <= l - 1e-6; x += 0.1)
{
var local = x;
var iso = elm.LocalCoordsToIsoCoords(x);
var test = hlpr.GetLoadInternalForceAt(elm, u1, iso).FirstOrDefault(i => i.Item1 == DoF.Dx).Item2;
var exact = (w * l - x * l) / 2.0;
Assert.IsTrue(test.FEquals(exact, 1e-5), "invalid value");
}
}
public static void Run()
{
var model = new Model();
model.Nodes.Add(new Node(0, 0, 0)
{
Label = "n0"
});
model.Nodes.Add(new Node(4, 0, 0)
{
Label = "n1"
});
model.Elements.Add(new BarElement(model.Nodes["n0"], model.Nodes["n1"])
{
Label = "e0"
});
model.Nodes["n0"].Constraints =
model.Nodes["n1"].Constraints =
Constraints.Fixed;
var sec = new Sections.UniformGeometric1DSection(SectionGenerator.GetISetion(0.24, 0.67, 0.01, 0.006));
var mat = Materials.UniformIsotropicMaterial.CreateFromYoungPoisson(210e9, 0.3);
(model.Elements["e0"] as BarElement).Material = mat;
(model.Elements["e0"] as BarElement).Section = sec;
var u1 = new Loads.UniformLoad(LoadCase.DefaultLoadCase, -Vector.K, 1, CoordinationSystem.Global);
model.Elements["e0"].Loads.Add(u1);
model.Solve_MPC();
var n1Force = model.Nodes["n1"].GetSupportReaction();
Console.WriteLine("support reaction of n1: {0}", n1Force);
var elm = model.Elements[0] as BarElement;
var frc = elm.GetExactInternalForceAt(1 - 1e-9);
}
public void LoadEquivalentNodalLoads_uniformload_truss()
{
//internal force of 2 node beam beam with uniform load and both ends fixed
var w = 2.0;
var nodes = new Node[2];
nodes[0] = (new Node(0, 0, 0)
{
Label = "n0"
});
nodes[1] = (new Node(4, 0, 0)
{
Label = "n1"
});
var elm = new BarElement(nodes[0], nodes[1])
{
Label = "e0"
};
var u1 = new Loads.UniformLoad(LoadCase.DefaultLoadCase, -Vector.I, w, CoordinationSystem.Global);
var hlpr = new ElementHelpers.TrussHelper(elm);
var loads = hlpr.GetLocalEquivalentNodalLoads(elm, u1);
var L = (elm.Nodes[1].Location - elm.Nodes[0].Location).Length;
var f1 = -w * L / 2;
var f2 = -w * L / 2;
Assert.IsTrue(Math.Abs(loads[0].Fx - f1) < 1e-5, "invalid value");
Assert.IsTrue(Math.Abs(loads[1].Fx - f2) < 1e-5, "invalid value");
}
public void Run2()
{
var m1 = new Model();
var el1 = new BarElement();
el1.Nodes[0] = new Node(0, 0, 0)
{
Constraints = Constraints.MovementFixed & Constraints.FixedRX, Label = "n0"
};
el1.Nodes[1] = new Node(3, 0, 4)
{
Constraints = Constraints.MovementFixed, Label = "n1"
};
el1.Section = new Sections.UniformGeometric1DSection(SectionGenerator.GetISetion(0.24, 0.67, 0.01, 0.006));
el1.Material = UniformIsotropicMaterial.CreateFromYoungPoisson(210e9, 0.3);
var l1 = new Loads.UniformLoad();
l1.Direction = Vector.K;
l1.CoordinationSystem = CoordinationSystem.Local;
l1.Magnitude = 1e3;
el1.Loads.Add(l1);
m1.Elements.Add(el1);
m1.Nodes.Add(el1.Nodes);
m1.Solve_MPC();
Console.WriteLine("n0 reaction: {0}", m1.Nodes[0].GetSupportReaction());
Console.WriteLine("n1 reaction: {0}", m1.Nodes[0].GetSupportReaction());
}
public static void Run()
{
var delta = 2;
var n1 = new Node(0 * delta, 0, 0)
{
Constraints = Constraints.Fixed
};
var n2 = new Node(1 * delta, 0, 0);
var n3 = new Node(2 * delta, 0, 0); // { Constraints = Constraints.FixedDZ };
var n4 = new Node(3 * delta, 0, 0); // { Constraints = Constraints.FixedDZ };
var n5 = new Node(4 * delta, 0, 0)
{
Constraints = Constraints.Fixed
};
var e1 = new BarElement(n1, n2);
var e2 = new BarElement(n2, n3);
var e3 = new BarElement(n3, n4);// { StartReleaseCondition = Constraint.MovementFixed };
var e4 = new BarElement(n4, n5);
var sec = new Sections.UniformGeometric1DSection(SectionGenerator.GetRectangularSection(0.05, 0.05));
var mat = Materials.UniformIsotropicMaterial.CreateFromYoungPoisson(210e9, 0.3);
e1.Section = e2.Section = e3.Section = e4.Section = sec;
e1.Material = e2.Material = e3.Material = e4.Material = mat;
var model = new Model();
var load = new Loads.UniformLoad(LoadCase.DefaultLoadCase, Vector.J + Vector.K, -100, CoordinationSystem.Global);
e1.Loads.Add(load);
e2.Loads.Add(load);
e3.Loads.Add(load);
e4.Loads.Add(load);
var elms = new[] { e1, e2, e3, e4 };
//n1.Loads.Add(new NodalLoad(new Force(0, 0, 100, 0, 0, 0)));
//n2.Loads.Add(new NodalLoad(new Force(0, 0, 100, 0, 0, 0)));
//n3.Loads.Add(new NodalLoad(new Force(0, 0, 100, 0, 0, 0)));
//n4.Loads.Add(new NodalLoad(new Force(0, 0, 100, 0, 0, 0)));
//n5.Loads.Add(new NodalLoad(new Force(0, 0, 100, 0, 0, 0)));
model.Elements.Add(e1, e2, e3, e4);
model.Nodes.Add(n1, n2, n3, n4, n5);
model.Solve_MPC();
var rnd = new Random();
var fnc = new Func <double, double>(x =>
{
try
{
var i = x / (delta);
var ii = (int)i;
var elm = elms[ii];
var x_i = (i - ii) * delta;
//x_i = delta - x_i;
x_i += rnd.NextDouble() * 1e-3;
if (x_i < 0)
{
x_i = 0;
}
if (x_i > delta)
{
x_i = delta;
}
var xi = elm.LocalCoordsToIsoCoords(x_i)[0];
var f = elm.GetExactInternalForceAt(xi);
return(f.Fz);
}
catch
{
return(0);
}
});
Controls.FunctionVisualizer.VisualizeInNewWindow(fnc, 1E-6, 4 * delta - 1E-6, 537);
}
public void Run()
{
var model = new Model();
model.Nodes.Add(new Node(0, 0, 0)
{
Label = "n0"
});
model.Nodes.Add(new Node(0, 2, 0)
{
Label = "n1"
});
model.Nodes.Add(new Node(4, 2, 0)
{
Label = "n2"
});
model.Nodes.Add(new Node(4, 0, 0)
{
Label = "n3"
});
model.Nodes.Add(new Node(0, 0, 1)
{
Label = "n4"
});
model.Nodes.Add(new Node(0, 2, 1)
{
Label = "n5"
});
model.Nodes.Add(new Node(4, 2, 1)
{
Label = "n6"
});
model.Nodes.Add(new Node(4, 0, 1)
{
Label = "n7"
});
var a = 0.1 * 0.1; //area, assume sections are 10cm*10cm rectangular
var iy = 0.1 * 0.1 * 0.1 * 0.1 / 12.0; //Iy
var iz = 0.1 * 0.1 * 0.1 * 0.1 / 12.0; //Iz
var j = 0.1 * 0.1 * 0.1 * 0.1 / 12.0; //Polar
var e = 20e9; //young modulus, 20 [GPa]
var nu = 0.2; //poissons ratio
var sec = new Sections.UniformParametric1DSection(a, iy, iz, j);
var mat = Materials.UniformIsotropicMaterial.CreateFromYoungPoisson(e, nu);
model.Elements.Add(new BarElement(model.Nodes["n0"], model.Nodes["n4"])
{
Label = "e0", Section = sec, Material = mat
});
model.Elements.Add(new BarElement(model.Nodes["n1"], model.Nodes["n5"])
{
Label = "e1", Section = sec, Material = mat
});
model.Elements.Add(new BarElement(model.Nodes["n2"], model.Nodes["n6"])
{
Label = "e2", Section = sec, Material = mat
});
model.Elements.Add(new BarElement(model.Nodes["n3"], model.Nodes["n7"])
{
Label = "e3", Section = sec, Material = mat
});
model.Elements.Add(new BarElement(model.Nodes["n4"], model.Nodes["n5"])
{
Label = "e4", Section = sec, Material = mat
});
model.Elements.Add(new BarElement(model.Nodes["n5"], model.Nodes["n6"])
{
Label = "e5", Section = sec, Material = mat
});
model.Elements.Add(new BarElement(model.Nodes["n6"], model.Nodes["n7"])
{
Label = "e6", Section = sec, Material = mat
});
model.Elements.Add(new BarElement(model.Nodes["n7"], model.Nodes["n4"])
{
Label = "e7", Section = sec, Material = mat
});
model.Nodes["n0"].Constraints =
model.Nodes["n1"].Constraints =
model.Nodes["n2"].Constraints =
model.Nodes["n3"].Constraints =
Constraints.Fixed;
var d_case = new LoadCase("d1", LoadType.Dead);
var l_case = new LoadCase("l1", LoadType.Dead);
var qx_case = new LoadCase("qx", LoadType.Dead);
var qy_case = new LoadCase("qy", LoadType.Dead);
var d1 = new Loads.UniformLoad(d_case, -1 * Vector.K, 2e3, CoordinationSystem.Global);
var l1 = new Loads.UniformLoad(l_case, -1 * Vector.K, 1e3, CoordinationSystem.Global);
model.Elements["e4"].Loads.Add(d1);
model.Elements["e5"].Loads.Add(d1);
model.Elements["e6"].Loads.Add(d1);
model.Elements["e7"].Loads.Add(d1);
model.Elements["e4"].Loads.Add(l1);
model.Elements["e5"].Loads.Add(l1);
model.Elements["e6"].Loads.Add(l1);
model.Elements["e7"].Loads.Add(l1);
var qx_f = new Force(5000 * Vector.I, Vector.Zero);
var qy_f = new Force(10000 * Vector.J, Vector.Zero);
model.Nodes["n4"].Loads.Add(new NodalLoad(qx_f, qx_case));
model.Nodes["n4"].Loads.Add(new NodalLoad(qy_f, qy_case));
model.Solve_MPC();
var combination1 = new LoadCombination();// for D + 0.8 L
combination1[d_case] = 1.0;
combination1[l_case] = 0.8;
var n3Force = model.Nodes["N3"].GetSupportReaction(combination1);
Console.WriteLine("support reaction of n3: " + n3Force);
var e1 = (model.Elements["e1"] as BarElement);
var e1Force = (model.Elements["e1"] as BarElement).GetInternalForceAt(0);
Console.WriteLine("internal force of e1 at middle : ", e1Force);
}
public void Run()
{
var model = new Model();
//adding nodes
model.Nodes.Add(new Node(-10, 0, 0)
{
Label = "n0"
});
model.Nodes.Add(new Node(-10, 0, 6)
{
Label = "n1"
});
model.Nodes.Add(new Node(0, 0, 8)
{
Label = "n2"
});
model.Nodes.Add(new Node(10, 0, 6)
{
Label = "n3"
});
model.Nodes.Add(new Node(10, 0, 0)
{
Label = "n4"
});
//adding elements
model.Elements.Add(new BarElement(model.Nodes["n0"], model.Nodes["n1"])
{
Label = "e0"
});
model.Elements.Add(new BarElement(model.Nodes["n1"], model.Nodes["n2"])
{
Label = "e1"
});
model.Elements.Add(new BarElement(model.Nodes["n2"], model.Nodes["n3"])
{
Label = "e2"
});
model.Elements.Add(new BarElement(model.Nodes["n3"], model.Nodes["n4"])
{
Label = "e3"
});
//assign constraint to nodes
model.Nodes["n0"].Constraints =
model.Nodes["n4"].Constraints =
Constraints.Fixed;
//define sections and material
var secAA = new Sections.UniformGeometric1DSection(SectionGenerator.GetISetion(0.24, 0.67, 0.01, 0.006));
var secBB = new Sections.UniformGeometric1DSection(SectionGenerator.GetISetion(0.24, 0.52, 0.01, 0.006));
var mat = Materials.UniformIsotropicMaterial.CreateFromYoungPoisson(210e9, 0.3);
//assign materials
(model.Elements["e0"] as BarElement).Material = mat;
(model.Elements["e1"] as BarElement).Material = mat;
(model.Elements["e2"] as BarElement).Material = mat;
(model.Elements["e3"] as BarElement).Material = mat;
//assign sections
(model.Elements["e0"] as BarElement).Section = secAA;
(model.Elements["e1"] as BarElement).Section = secBB;
(model.Elements["e2"] as BarElement).Section = secBB;
(model.Elements["e3"] as BarElement).Section = secAA;
//creating loads
var u1 = new Loads.UniformLoad(LoadCase.DefaultLoadCase, new Vector(0, 0, 1), -6000, CoordinationSystem.Global);
var u2 = new Loads.UniformLoad(LoadCase.DefaultLoadCase, new Vector(0, 0, 1), -5000, CoordinationSystem.Local);
//assign loads
model.Elements["e1"].Loads.Add(u1);
model.Elements["e2"].Loads.Add(u2);
//solve model
model.Solve_MPC();
//retrieve solve result
var n0reaction = model.Nodes["N0"].GetSupportReaction();
var n4reaction = model.Nodes["N4"].GetSupportReaction();
Console.WriteLine("Support reaction of n0: {0}", n0reaction);
Console.WriteLine("Support reaction of n4: {0}", n4reaction);
var d1 = model.Nodes["N1"].GetNodalDisplacement();
Console.WriteLine("Displacement of n1: {0}", d1);
Controls.BarInternalForceVisualizer.VisualizeInNewWindow((model.Elements["e1"] as BarElement));
//Controls.ModelInternalForceVisualizer.VisualizeInNewWindow(model);
}
public void Run()
{
var model = new Model();
model.Nodes.Add(new Node(-10, 0, 0)
{
Label = "n0"
});
model.Nodes.Add(new Node(-10, 0, 6)
{
Label = "n1"
});
model.Nodes.Add(new Node(0, 0, 8)
{
Label = "n2"
});
model.Nodes.Add(new Node(10, 0, 6)
{
Label = "n3"
});
model.Nodes.Add(new Node(10, 0, 0)
{
Label = "n4"
});
model.Elements.Add(new BarElement(model.Nodes["n0"], model.Nodes["n1"])
{
Label = "e0"
});
model.Elements.Add(new BarElement(model.Nodes["n1"], model.Nodes["n2"])
{
Label = "e1"
});
model.Elements.Add(new BarElement(model.Nodes["n2"], model.Nodes["n3"])
{
Label = "e2"
});
model.Elements.Add(new BarElement(model.Nodes["n3"], model.Nodes["n4"])
{
Label = "e3"
});
model.Nodes["n0"].Constraints =
model.Nodes["n4"].Constraints =
Constraints.Fixed;
var secAA = new Sections.UniformGeometric1DSection(SectionGenerator.GetISetion(0.24, 0.67, 0.01, 0.006));
var secBB = new Sections.UniformGeometric1DSection(SectionGenerator.GetISetion(0.24, 0.52, 0.01, 0.006));
var mat = Materials.UniformIsotropicMaterial.CreateFromYoungPoisson(210e9, 0.3);
(model.Elements["e0"] as BarElement).Material = mat;
(model.Elements["e1"] as BarElement).Material = mat;
(model.Elements["e2"] as BarElement).Material = mat;
(model.Elements["e3"] as BarElement).Material = mat;
(model.Elements["e0"] as BarElement).Section = secAA;
(model.Elements["e1"] as BarElement).Section = secBB;
(model.Elements["e2"] as BarElement).Section = secBB;
(model.Elements["e3"] as BarElement).Section = secAA;
var u1 = new Loads.UniformLoad(LoadCase.DefaultLoadCase, new Vector(0, 0, 1), -6000, CoordinationSystem.Global);
var u2 = new Loads.UniformLoad(LoadCase.DefaultLoadCase, new Vector(0, 0, 1), -5000, CoordinationSystem.Local);
model.Elements["e1"].Loads.Add(u1);
model.Elements["e2"].Loads.Add(u2);
model.Solve_MPC();
var n3Force = model.Nodes["N3"].GetSupportReaction();
Console.WriteLine("support reaction of n3: {0}", n3Force);
{
var x = 1.0;
var iso = (model.Elements["e3"] as BarElement).LocalCoordsToIsoCoords(x);
var e4Force = (model.Elements["e3"] as BarElement).GetInternalForceAt(iso[0]);
Console.WriteLine("internal force at x={0} is {1}", x, e4Force);
}
}
public void LoadInternalForce_uniformload_eulerbernoullybeam_dirZ()
{
//internal force of 2 node beam beam with uniform load and both ends fixed
var w = 2.0;
//var model = new Model();
var nodes = new Node[2];
nodes[0] = (new Node(0, 0, 0)
{
Label = "n0"
});
nodes[1] = (new Node(4, 0, 0)
{
Label = "n1"
});
var elm = new BarElement(nodes[0], nodes[1])
{
Label = "e0"
};
var u1 = new Loads.UniformLoad(LoadCase.DefaultLoadCase, -Vector.J, w, CoordinationSystem.Global);
var hlpr = new ElementHelpers.EulerBernoulliBeamHelper(ElementHelpers.BeamDirection.Z, elm);
var length = (elm.Nodes[1].Location - elm.Nodes[0].Location).Length;
foreach (var x in CalcUtil.Divide(length, 10))
{
var xi = elm.LocalCoordsToIsoCoords(x);
var mi = w / 12 * (6 * length * x - 6 * x * x - length * length);
var vi = -w * (length / 2 - x);
var testFrc = hlpr.GetLoadInternalForceAt(elm, u1, new double[] { xi[0] * (1 - 1e-9) }).ToForce();
var exactFrc = new Force(fx: 0, fy: vi, fz: 0, mx: 0, my: 0, mz: mi);
var dm = Math.Abs(testFrc.Mz) - Math.Abs(exactFrc.Mz);
var df = Math.Abs(testFrc.Fy) - Math.Abs(exactFrc.Fy);
Assert.IsTrue(Math.Abs(dm) < 1e-5, "invalid value");
Assert.IsTrue(Math.Abs(df) < 1e-5, "invalid value");
}
{
var end1 = hlpr.GetLocalEquivalentNodalLoads(elm, u1);
var f0 = hlpr.GetLoadInternalForceAt(elm, u1, new double[] { -1 + 1e-9 }).ToForce();;
var sum = end1[0] - f0;
Assert.IsTrue(Math.Abs(sum.Forces.Length) < 1e-5, "invalid value");
Assert.IsTrue(Math.Abs(sum.Moments.Length) < 1e-5, "invalid value");
}
}
private static void testMultySpan()
{
var model = StructureGenerator.Generate3DBarElementGrid(4, 1, 1);
var bar1 = model.Elements[0] as BarElement;
var bar2 = model.Elements[1] as BarElement;
var bar3 = model.Elements[2] as BarElement;
model.Nodes[0].Constraints = Constraints.MovementFixed & Constraints.FixedRY;
model.Nodes[1].Constraints = Constraints.MovementFixed; // & Constraints.FixedRY;
model.Nodes[2].Constraints = Constraints.MovementFixed; // MovementFixed & Constraints.FixedRY;
model.Nodes[3].Constraints = Constraints.MovementFixed & Constraints.FixedRY;
var l = (model.Nodes.Last().Location - model.Nodes[0].Location).Length;
//bar.StartReleaseCondition = Constraints.MovementFixed & Constraints.FixedRX;
//bar.EndReleaseCondition = Constraints.MovementFixed & Constraints.FixedRX;
//var ld = new Loads.UniformLoad() { Direction = Vector.K, Magnitude = -100 };
var ld = new Loads.ConcentratedLoad()
{
Force = new Force(0, 0, -1, 0, 0, 0), CoordinationSystem = CoordinationSystem.Global, ForceIsoLocation = new IsoPoint(0.0)
};
var ld2 = new Loads.UniformLoad()
{
Direction = -Vector.K, Magnitude = 1, CoordinationSystem = CoordinationSystem.Global,
};
bar1.Material = bar2.Material = bar3.Material;
bar1.Section = bar2.Section = bar3.Section;
bar1.Loads.Add(ld2);
//bar2.Loads.Add(ld2);
bar3.Loads.Add(ld2);
model.Solve_MPC();
var r0 = model.Nodes[0].GetSupportReaction();
var st = model.Nodes[0].Location;
var mid = model.Nodes[1].Location;
var en = model.Nodes[2].Location;
var ss = model.Nodes.Select(ii => ii.GetSupportReaction()).ToArray();
var pts = new List <Tuple <double, double> >();
foreach (var elm in model.Elements)
{
var b = elm as BarElement;
if (b == null)
{
continue;
}
for (var ii = -1.0; ii <= 1; ii += 0.001)
{
var global = b.IsoCoordsToGlobalCoords(ii);
try
{
var f1 = b.GetExactInternalForceAt(ii);
var f2 = b.GetInternalForceAt(ii);
var f = f2 - f1;
pts.Add(Tuple.Create(global.Y, -f1.My));
}
catch { }
}
}
pts.Sort((i, j) => i.Item1.CompareTo(j.Item1));
FunctionVisualizer.VisualizeInNewWindow((x =>
{
var tt = pts.LastOrDefault(j => j.Item1 <= x);
if (tt != null)
{
return(tt.Item2);
}
return(0);
}), 0, l, 1000);
throw new NotImplementedException();
}
public static void ValidateConsoleUniformLoad()
{
var model = new Model();
var ndes = new Node[] {
new Node(0, 0, 0),
new Node(3, 0, 0)
};
/**/
var h = 0.1;
var w = 0.05;
var a = h * w;
var iy = h * h * h * w / 12;
var iz = w * w * w * h / 12;
var j = iy + iz;
var e = 210e9;
var nu = 0.3;
var g = e / (2 * 1 + nu);
/**/
var sec = new Sections.UniformParametric1DSection(a, iy, iz, j);
var mat = UniformIsotropicMaterial.CreateFromYoungShear(e, g);
BarElement belm;
FrameElement2Node frmelm;
belm = new BarElement(ndes[0], ndes[1])
{
Material = mat, Section = sec, Behavior = BarElementBehaviours.FullFrame
};
frmelm = new FrameElement2Node(ndes[0], ndes[1])
{
Iz = sec.Iz, Iy = sec.Iy, A = sec.A, J = sec.J, E = e, G = g
};
var bk = belm.GetGlobalStifnessMatrix();
var fk = frmelm.GetGlobalStifnessMatrix();
var diff = bk - fk;
model.Elements.Add(belm);
model.Nodes.Add(ndes);
ndes[0].Constraints = Constraints.Fixed;
//ndes[1].Constraints =
// Constraints.FixedDX & Constraints.FixedRX
//& Constraints.FixedDY & Constraints.FixedRZ//find beam.z dofs
;
var ul = new Loads.UniformLoad(LoadCase.DefaultLoadCase, Vector.K, 1000, CoordinationSystem.Global);
(model.Elements[0] as BarElement).Loads.Add(ul);
var eqv = (model.Elements[0] as BarElement).GetGlobalEquivalentNodalLoads(ul);
//ndes[1].Loads.Add(new NodalLoad(new Force(Vector.K, Vector.Zero)));
//ndes[1].Loads.Add(new NodalLoad(new Force(Vector.J*2, Vector.Zero)));
model.Solve_MPC();
var d = model.Nodes[1].GetNodalDisplacement();
var t = (model.Elements[0] as BarElement).GetInternalForceAt(-1);
var res = OpenseesValidator.OpenseesValidate(model, LoadCase.DefaultLoadCase, false);
var disp = res[0];
var idx = disp.Columns["Absolute Error"].Ordinal;
var max = disp.Rows.Cast <DataRow>().Select(i => (double)i[idx]).Max();
}
