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 Test5()
{
//example #11 p131
Console.WriteLine("Example 11: Regular plate with hole");
#region creating model
var model = new Model();
var l1 = UnitConverter.In2M(96); //in [m]
var b1 = UnitConverter.In2M(120); //in [m]
var t = UnitConverter.In2M(10); //
var e = UnitConverter.Ksi2Pas(3600); //3600 ksi
var no = 0.2; //Poisson ratio
var n = 9;
var m = 11;
var xSpan = b1 / (m - 1);
var ySpan = l1 / (n - 1);
var nodes = new Node[m][];
for (var i = 0; i < m; i++)
{
nodes[i] = new Node[n];
for (var j = 0; j < n; j++)
{
model.Nodes.Add(nodes[i][j] = new Node(i * xSpan, j * ySpan, 0));
if (i == 0 || i == n - 1 || j == 0 || j == n - 1)
{
nodes[i][j].Constraints = BriefFiniteElementNet.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;
*
*/
}
}
var skipsX = new int[] { 4, 5 };
var skipsY = new int[] { 2, 3, 4, 5 };
for (var i = 0; i < m - 1; i++)
{
for (var j = 0; j < n - 1; j++)
{
if (skipsX.Contains(i) && skipsY.Contains(j))
{
continue;
}
var elm1 = new TriangleFlatShell()
{
ElasticModulus = e,
PoissonRatio = no,
Thickness = t,
Behavior = FlatShellBehaviour.ThinPlate
};
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 TriangleFlatShell()
{
ElasticModulus = e,
PoissonRatio = no,
Thickness = t,
Behavior = FlatShellBehaviour.ThinPlate
};
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);
}
}
//node conttraints
for (var i = 0; i < m; i++)
{
for (var j = 0; j < n; j++)
{
nodes[i][j].Constraints = Constraint.FixedRZ & Constraint.FixedDX & Constraint.FixedDY;
if (i > 3 && i < 7 && j > 1 && j < 7)
{
nodes[i][j].Constraints &= Constraint.MovementFixed;
}
if (i == 0 || i == 10)
{
nodes[i][j].Constraints &= Constraint.MovementFixed;
}
if (j == 0 || j == 8)
{
nodes[i][j].Constraints &= BriefFiniteElementNet.Constraint.MovementFixed;
}
if (i == 5 && j > 2 && j < 6)
{
nodes[i][j].Constraints = Constraint.Fixed;
}
}
}
//loading, 0.01 kips/sq. in. on all elements
foreach (var elm in model.Elements)
{
elm.Loads.Add(new UniformLoadForPlanarElements()
{
CoordinationSystem = CoordinationSystem.Global,
Uz = -UnitConverter.KipsIn2Pas(0.2) //0.2 kips/sq. in.
});
}
#endregion
model.Trace.Listeners.Add(new BriefFiniteElementNet.ConsoleTraceListener());
new ModelWarningChecker().CheckModel(model);
model.Solve();
var da = 1 / 0.0254 * nodes[2][4].GetNodalDisplacement().Displacements;
var sap2000Da = new Vector(0, 0, -0.030028);
Console.WriteLine("Err at A against Sap2000 (displacement): {0:0.0}%", GetError(da, sap2000Da));
}
public static void Test6()
{
Console.WriteLine("Example 13: I Beam With Flat Shell, BFE vs SAP2000");
var magic = 0;
//example #13 p175
#region creating model
var model = new Model();
var l = UnitConverter.In2M(40);
var w = UnitConverter.In2M(10);
var h = UnitConverter.In2M(5);
var t = UnitConverter.In2M(0.25);
var e = UnitConverter.Ksi2Pas(10000); //10'000 ksi
var no = 0.3;
var n = 9;
var xSpan = l / (n - 1);
var nodes = new Node[n][];
for (var i = 0; i < n; i++)
{
var x = i * xSpan;
nodes[i] = new Node[7];
nodes[i][0] = new Node(x, 0, 0);
nodes[i][1] = new Node(x, w / 2, 0);
nodes[i][2] = new Node(x, w, 0);
nodes[i][3] = new Node(x, w / 2, h / 2);
nodes[i][4] = new Node(x, 0, h);
nodes[i][5] = new Node(x, w / 2, h);
nodes[i][6] = new Node(x, w, h);
model.Nodes.AddRange(nodes[i]);
}
var pairs = new int[6][];
pairs[0] = new int[] { 0, 1 };
pairs[1] = new int[] { 1, 2 };
pairs[2] = new int[] { 1, 3 };
pairs[3] = new int[] { 3, 5 };
pairs[4] = new int[] { 4, 5 };
pairs[5] = new int[] { 5, 6 };
for (var i = 0; i < n - 1; i++)
{
for (int j = 0; j < 6; j++)
{
var n11 = nodes[i][pairs[j][0]];
var n12 = nodes[i][pairs[j][1]];
var n21 = nodes[i + 1][pairs[j][0]];
var n22 = nodes[i + 1][pairs[j][1]];
{
var elm1 = new TriangleFlatShell()
{
Thickness = t, PoissonRatio = no, ElasticModulus = e
};
elm1.Nodes[0] = n11;
elm1.Nodes[1] = n12;
elm1.Nodes[2] = n21;
model.Elements.Add(elm1);
var elm2 = new TriangleFlatShell()
{
Thickness = t, PoissonRatio = no, ElasticModulus = e
};
elm2.Nodes[0] = n21;
elm2.Nodes[1] = n22;
elm2.Nodes[2] = n12;
model.Elements.Add(elm2);
}
}
}
//loading
nodes.Last()[0].Loads.Add(new NodalLoad(new Force(0, UnitConverter.Kip2N(1.6), 0, 0, 0, 0)));
nodes.Last()[6].Loads.Add(new NodalLoad(new Force(0, -UnitConverter.Kip2N(1.6), 0, 0, 0, 0)));
nodes[0].ToList().ForEach(i => i.Constraints = Constraint.Fixed);
#endregion
model.Trace.Listeners.Add(new BriefFiniteElementNet.ConsoleTraceListener());
new ModelWarningChecker().CheckModel(model);
//ModelVisualizerControl.VisualizeInNewWindow(model);
model.Solve();
var A = nodes.Last()[2];
var B = nodes.Last()[4];
var C = nodes.First()[1];
var D = nodes.First()[0];
var E = nodes.Last()[6];
/*
* for (int i = 0; i < nodes.Last().Length; i++)
* {
* nodes.Last()[i].Label = i.ToString();
* }
*/
/**/
A.Label = "A";
B.Label = "B";
C.Label = "C";
D.Label = "D";
E.Label = "E";
/**/
var da = 1 / 0.0254 * A.GetNodalDisplacement().Displacements; // [inch]
var db = 1 / 0.0254 * B.GetNodalDisplacement().Displacements; // [inch]
var sap2000Da = new Vector(-0.014921, 0.085471, 0.146070); //tbl 7.14
var sap2000Db = new Vector(-0.014834, -0.085475, -0.144533); //tbl 7.14
Console.WriteLine("Err at A against Sap2000 (displacement): {0:0.0}%", GetError(da, sap2000Da));
Console.WriteLine("Err at B against Sap2000 (displacement): {0:0.0}%", GetError(db, sap2000Db));
{
//stresses
var cElms = model.Elements.Cast <TriangleFlatShell>().Where(i => i.Nodes.Contains(C)).ToArray();
var DElms = model.Elements.Cast <TriangleFlatShell>().Where(i => i.Nodes.Contains(D)).ToArray();
var EElms = model.Elements.Cast <TriangleFlatShell>().Where(i => i.Nodes.Contains(E)).ToArray();
var globTensor = new Func <TriangleFlatShell, MembraneStressTensor>(elm =>
{
var tns = elm.GetInternalForce(0, 0, LoadCombination.DefaultLoadCombination);
var rt = elm.RotateTensor(tns.MembraneTensor, Plane.YZPlane);
return(rt);
});
var cSy =
cElms.Select(i => globTensor(i))
.Select(i => MembraneStressTensor.Multiply(i, UnitConverter.Pas2Psi(1) / 1000))
.Max(i => Math.Abs(i.Sy));
var dSx =
DElms.Select(i => globTensor(i))
.Select(i => MembraneStressTensor.Multiply(i, UnitConverter.Pas2Psi(1) / 1000))
.Max(i => Math.Abs(i.Sx));
var eTxy =
EElms.Select(i => globTensor(i))
.Select(i => MembraneStressTensor.Multiply(i, UnitConverter.Pas2Psi(1) / 1000))
.Max(i => Math.Abs(i.Txy));
Console.WriteLine("S11 at C against Sap2000 (stress tensor): {0:0.0}%", GetError(cSy, 5.441));
Console.WriteLine("S22 at D against Sap2000 (stress tensor): {0:0.0}%", GetError(dSx, 2.009));
Console.WriteLine("S21 at E against Sap2000 (stress tensor): {0:0.0}%", GetError(eTxy, 1.450));
}
}
public static void Test6_2()
{
Console.WriteLine("Example 13: I Beam With Flat Shell, BFE vs ABAQUS");
var magic = 0;
//example #13 p175
#region creating model
var model = new Model();
var l = UnitConverter.In2M(40);
var w = UnitConverter.In2M(10);
var h = UnitConverter.In2M(5);
var t = UnitConverter.In2M(0.25);
var e = UnitConverter.Ksi2Pas(10000); //10'000 ksi
var no = 0.3;
var n = 9;
var xSpan = l / (n - 1);
var nodes = new Node[n][];
for (var i = 0; i < n; i++)
{
var x = i * xSpan;
nodes[i] = new Node[7];
nodes[i][0] = new Node(x, 0, 0);
nodes[i][1] = new Node(x, w / 2, 0);
nodes[i][2] = new Node(x, w, 0);
nodes[i][3] = new Node(x, w / 2, h / 2);
nodes[i][4] = new Node(x, 0, h);
nodes[i][5] = new Node(x, w / 2, h);
nodes[i][6] = new Node(x, w, h);
model.Nodes.AddRange(nodes[i]);
}
var pairs = new int[6][];
pairs[0] = new int[] { 0, 1 };
pairs[1] = new int[] { 1, 2 };
pairs[2] = new int[] { 1, 3 };
pairs[3] = new int[] { 3, 5 };
pairs[4] = new int[] { 4, 5 };
pairs[5] = new int[] { 5, 6 };
for (var i = 0; i < n - 1; i++)
{
for (int j = 0; j < 6; j++)
{
var n11 = nodes[i][pairs[j][0]];
var n12 = nodes[i][pairs[j][1]];
var n21 = nodes[i + 1][pairs[j][0]];
var n22 = nodes[i + 1][pairs[j][1]];
{
var elm1 = new TriangleFlatShell()
{
Thickness = t, PoissonRatio = no, ElasticModulus = e
};
elm1.Nodes[0] = n11;
elm1.Nodes[1] = n12;
elm1.Nodes[2] = n21;
model.Elements.Add(elm1);
var elm2 = new TriangleFlatShell()
{
Thickness = t, PoissonRatio = no, ElasticModulus = e
};
elm2.Nodes[0] = n21;
elm2.Nodes[1] = n22;
elm2.Nodes[2] = n12;
model.Elements.Add(elm2);
}
}
}
//loading
nodes.Last()[0].Loads.Add(new NodalLoad(new Force(0, UnitConverter.Kip2N(1.6), 0, 0, 0, 0)));
nodes.Last()[6].Loads.Add(new NodalLoad(new Force(0, -UnitConverter.Kip2N(1.6), 0, 0, 0, 0)));
nodes[0].ToList().ForEach(i => i.Constraints = Constraint.Fixed);
#endregion
model.Trace.Listeners.Add(new BriefFiniteElementNet.ConsoleTraceListener());
new ModelWarningChecker().CheckModel(model);
//ModelVisualizerControl.VisualizeInNewWindow(model);
model.Solve();
var A = nodes.Last()[2];
var B = nodes.Last()[4];
var C = nodes.First()[1];
var D = nodes.First()[0];
var E = nodes.Last()[6];
/*
* for (int i = 0; i < nodes.Last().Length; i++)
* {
* nodes.Last()[i].Label = i.ToString();
* }
*/
/**/
A.Label = "A";
B.Label = "B";
C.Label = "C";
D.Label = "D";
E.Label = "E";
/**/
for (int i = 0; i < model.Elements.Count; i++)
{
model.Elements[i].Label = i.ToString();
}
var da = 1 / 0.0254 * A.GetNodalDisplacement().Displacements; // [inch]
var db = 1 / 0.0254 * B.GetNodalDisplacement().Displacements; // [inch]
var abaqusDa = new Vector(-15.4207E-03, 88.2587E-03, 150.910E-03);
var abaqusDb = new Vector(-15.3246E-03, -88.2629E-03, -148.940E-03);
Console.WriteLine("Err at A against ABAQUS (displacement): {0:0.000}%", GetError(da, abaqusDa));
Console.WriteLine("Err at B against ABAQUS (displacement): {0:0.000}%", GetError(db, abaqusDb));
{
var abaqusElms = new int[] { 96, 89, 57, 41 };
var bfeElms = new[] { 0, 37, 40, 42 }.Select(i => model.Elements[i]).Cast <TriangleFlatShell>().ToArray();
var bfeTensors =
bfeElms.Select(i => i.GetInternalForce(0, 0, LoadCombination.DefaultLoadCombination).MembraneTensor).ToArray();
var abaqusTensors = new MembraneStressTensor[]
{
new MembraneStressTensor() //elm 96
{
Sx = Avg(7.36164, 6.88581, 7.48463 /**/, 8.14348, 8.61931, 8.02049 /**/),
Sy = Avg(2.16196, 2.01921, 2.05925 /**/, 2.48958, 2.63233, 2.59229 /**/),
Txy = Avg(2.27915, 2.33284, 2.49939 /**/, 2.01766, 1.96396, 1.79742 /**/)
},
new MembraneStressTensor() //elm 89
{
Sx = Avg(-230.883E-03, -268.773E-03, -226.600E-03, -157.940E-03, -120.050E-03, -162.222E-03),
Sy = Avg(-646.591E-03, -591.701E-03, -523.641E-03, -278.264E-03, -333.154E-03, -401.214E-03),
Txy = -Avg(676.247E-03, 663.707E-03, 701.730E-03, -1.09379, -1.08125, -1.11928)
},
new MembraneStressTensor()
{
Sx = Avg(-398.693E-03, -205.937E-03, -124.743E-03, 280.574E-03, 87.8183E-03, 6.62372E-03),
Sy = Avg(-634.569E-03, -402.618E-03, -100.092E-03, 612.059E-03, 380.109E-03, 77.5826E-03),
Txy = Avg(838.081E-03, 925.471E-03, 871.566E-03, -881.344E-03, -968.735E-03, -914.829E-03)
},
new MembraneStressTensor()
{
Sx = Avg(-18.7201E-03, 127.473E-03, 288.131E-03, 4.04619E-03, -142.147E-03, -302.805E-03),
Sy = Avg(11.1952E-03, 174.315E-03, 540.586E-03, -37.4831E-03, -200.603E-03, -566.874E-03),
Txy = Avg(842.951E-03, 956.823E-03, 865.886E-03, -882.801E-03, -996.674E-03, -905.736E-03)
},
};
var globTensor = new Func <TriangleFlatShell, MembraneStressTensor>(elm =>
{
var tns = elm.GetInternalForce(0, 0, LoadCombination.DefaultLoadCombination);
var rt = elm.RotateTensor(tns.MembraneTensor, Plane.XZPlane);
return(rt);
});
for (int i = 0; i < bfeTensors.Length; i++)
{
var bfeTensor = bfeTensors[i];
bfeTensor = globTensor(bfeElms[i]);
bfeTensor = MembraneStressTensor.Multiply(bfeTensor, -UnitConverter.Pas2Psi(1) / 1000);
var abaqusTensor = abaqusTensors[i];
Console.WriteLine("Err against ABAQUS (AVG stress tensor) @ elm {1}: {0:0.000}%",
GetError(bfeTensor, abaqusTensor), abaqusElms[i]);
}
}
}
public static void Test6()
{
Console.WriteLine("Example 14: I Beam With Flat Shell");
var magic = 0;
//example #13 p175
#region creating model
var model = new Model();
var l = UnitConverter.In2M(40);
var w = UnitConverter.In2M(10);
var h = UnitConverter.In2M(5);
var t = UnitConverter.In2M(0.25);
var e = UnitConverter.Ksi2Pas(10000); //10'000 ksi
var no = 0.3;
var n = 9;
var xSpan = l / (n - 1);
var nodes = new Node[n][];
for (var i = 0; i < n; i++)
{
var x = i * xSpan;
nodes[i] = new Node[7];
nodes[i][0] = new Node(x, 0, 0);
nodes[i][1] = new Node(x, w / 2, 0);
nodes[i][2] = new Node(x, w, 0);
nodes[i][3] = new Node(x, w / 2, h / 2);
nodes[i][4] = new Node(x, 0, h);
nodes[i][5] = new Node(x, w / 2, h);
nodes[i][6] = new Node(x, w, h);
model.Nodes.AddRange(nodes[i]);
}
var pairs = new int[6][];
pairs[0] = new int[] { 0, 1 };
pairs[1] = new int[] { 1, 2 };
pairs[2] = new int[] { 1, 3 };
pairs[3] = new int[] { 3, 5 };
pairs[4] = new int[] { 4, 5 };
pairs[5] = new int[] { 5, 6 };
for (var i = 0; i < n - 1; i++)
{
for (int j = 0; j < 6; j++)
{
var n11 = nodes[i][pairs[j][0]];
var n12 = nodes[i][pairs[j][1]];
var n21 = nodes[i + 1][pairs[j][0]];
var n22 = nodes[i + 1][pairs[j][1]];
{
var elm1 = new TriangleFlatShell()
{
Thickness = t, PoissonRatio = no, ElasticModulus = e
};
elm1.Nodes[0] = n11;
elm1.Nodes[1] = n12;
elm1.Nodes[2] = n21;
model.Elements.Add(elm1);
var elm2 = new TriangleFlatShell()
{
Thickness = t, PoissonRatio = no, ElasticModulus = e
};
elm2.Nodes[0] = n21;
elm2.Nodes[1] = n22;
elm2.Nodes[2] = n12;
model.Elements.Add(elm2);
}
}
}
//loading
nodes.Last()[0].Loads.Add(new NodalLoad(new Force(0, UnitConverter.Kip2N(1.6), 0, 0, 0, 0)));
nodes.Last()[6].Loads.Add(new NodalLoad(new Force(0, -UnitConverter.Kip2N(1.6), 0, 0, 0, 0)));
nodes[0].ToList().ForEach(i => i.Constraints = Constraint.Fixed);
#endregion
model.Trace.Listeners.Add(new BriefFiniteElementNet.ConsoleTraceListener());
new ModelWarningChecker().CheckModel(model);
//ModelVisualizerControl.VisualizeInNewWindow(model);
model.Solve();
var A = nodes.Last()[2];
var B = nodes.Last()[4];
var da = 1 / 0.0254 * A.GetNodalDisplacement().Displacements; // [inch]
var db = 1 / 0.0254 * B.GetNodalDisplacement().Displacements; // [inch]
var sap2000Da = new Vector(-0.014921, 0.085471, 0.146070); //tbl 7.14
var sap2000Db = new Vector(-0.014834, -0.085475, -0.144533); //tbl 7.14
Console.WriteLine("Err at A against Sap2000: {0:0.0}%", GetError(da, sap2000Da));
Console.WriteLine("Err at B against Sap2000: {0:0.0}%", GetError(db, sap2000Db));
}