public static void TestEndrelease()
{
var m1 = new Model();
var m2 = new Model();
var l = 4.0;
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);
{//model 1
var el1 = new BarElement(2);
var el2 = new BarElement(2);
el1.Nodes[0] = new Node(0, 0, 0)
{
Constraints = Constraints.Fixed, Label = "n0"
};;
el2.Nodes[0] = el1.Nodes[1] = new Node(l / 2, 0, 0)
{
Label = "n1"
};
el2.Nodes[1] = new Node(l, 0, 0)
{
Label = "n2"
};
el1.Section = el2.Section = sec;
el1.Material = el2.Material = mat;
m1.Nodes.Add(el1.Nodes);
m1.Nodes.Add(el2.Nodes[1]);
m1.Elements.Add(el1, el2);
m1.Nodes["n1"].Loads.Add(new NodalLoad(new Force(0, 0, p, 0, 0, 0)));
var k = (el1 as BarElement).GetLocalStifnessMatrix();
}
{//model 2
var el2 = new BarElement(3);
el2.Nodes[0] = new Node(0, 0, 0)
{
Constraints = Constraints.Fixed, Label = "n0"
};
el2.Nodes[1] = new Node(l / 2, 0, 0)
{
Label = "n1"
};
el2.Nodes[2] = new Node(l, 0, 0)
{
Constraints = Constraints.Fixed, Label = "n2"
};
el2.NodalReleaseConditions[2] = Constraints.Released;
el2.Section = sec;
el2.Material = mat;
m2.Nodes.Add(el2.Nodes);
m2.Elements.Add(el2);
m2.Nodes["n1"].Loads.Add(new NodalLoad(new Force(0, 0, p, 0, 0, 0)));
var k = (el2 as BarElement).GetLocalStifnessMatrix();
}
m1.Solve_MPC();
m2.Solve_MPC();
var d1 = m1.Nodes["n1"].GetNodalDisplacement();
var d2 = m2.Nodes["n1"].GetNodalDisplacement();
}
public static void Test3NodeBeam()
{
var m1 = new Model();
var m2 = new Model();
var l = 2.0;
var I = 1; //(0.1 * 0.1 * 0.1 * 0.1) / 12;
var A = 1; //(0.1 * 0.1 * 0.1);
var E = 1; //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);
{//model 1
var el1 = new BarElement(3);
//el1.Behavior= BarElementBehaviour.BeamZEulerBernoulli;
el1.Nodes[0] = new Node(0, 0, 0)
{
Constraints = Constraints.Fixed
};;
el1.Nodes[1] = new Node(l / 2, 0, 0)
{
Constraints = Constraints.Released
};
el1.Nodes[2] = new Node(l, 0, 0)
{
Constraints = Constraints.Released
};
el1.Section = sec;
el1.Material = mat;
m1.Nodes.Add(el1.Nodes);
m1.Elements.Add(el1);
m1.Nodes.Last().Loads.Add(new NodalLoad(new Force(0, 0, p, 0, 0, 0)));
var k = (el1 as BarElement).GetLocalStifnessMatrix();
}
{//model 2
var el1 = new BarElement(3);
//el1.Behavior= BarElementBehaviour.BeamZEulerBernoulli;
el1.Nodes[0] = new Node(0, 0, 0)
{
Constraints = Constraints.Fixed
};;
el1.Nodes[1] = new Node(l / 2, 0, 0)
{
Constraints = Constraints.Released
};
el1.Nodes[2] = new Node(l, 0, 0)
{
Constraints = Constraints.Released
};
el1.Section = sec;
el1.Material = mat;
m1.Nodes.Add(el1.Nodes);
m1.Elements.Add(el1);
m1.Nodes.Last().Loads.Add(new NodalLoad(new Force(0, 0, p, 0, 0, 0)));
var k = (el1 as BarElement).GetLocalStifnessMatrix();
}
m1.Solve_MPC();
var d1 = m1.Nodes.First().GetSupportReaction();
//var d2 = m2.Nodes.Last().GetNodalDisplacement();
}
public ValidationResult Validate()
{
var val = new ValidationResult();
val.Title = "I Beam torsion with triangle element";
var span = val.Span = new HtmlTag("span");
{//report
span.Add("p").Text("Validate an I Beam nodal displacement and reactions and internal forces");
span.Add("h3").Text("Validate with");
span.Add("paragraph").Text("SAP2000");
span.Add("h3").Text("Validate objective");
span.Add("paragraph").Text("compare nodal displacement for a model consist of Triangle Elements");
span.Add("h3").Text("Model Definition");
span.Add("paragraph")
.Text("An I shaped beam, totally fixed on one side and under a couple force on other side")
.AddClosedTag("br");
span.Add("h3").Text("Validation Result");
}
//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 };
var mat = new Materials.UniformIsotropicMaterial(e, no);
var sec = new Sections.UniformParametric2DSection(t);
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 TriangleElement()
{
Material = mat, Section = sec
};
elm1.Nodes[0] = n11;
elm1.Nodes[1] = n12;
elm1.Nodes[2] = n21;
model.Elements.Add(elm1);
var elm2 = new TriangleElement()
{
Material = mat, Section = sec
};
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 = Constraints.Fixed);
#endregion
model.Trace.Listeners.Add(new BriefFiniteElementNet.Common.ConsoleTraceListener());
new ModelWarningChecker().CheckModel(model);
model.Solve_MPC();
//show the model
//ModelVisualizer.TestShowVisualizer(model);
//generate a list of all results
List <string> results = new List <string>();
results.Add("Index ; S11 ; S12 ; S13 ; S21 ; S22 ; S23 ; S31 ; S32 ; S33 ; SVM");
foreach (var element in model.Elements)
{
var el = (TriangleElement)element;
var index = el.GetIndex();
var cauchy = el.GetInternalStress(new double[] { 0.166666666, 0.1666666, 1.0 }, LoadCombination.DefaultLoadCombination, SectionPoints.Envelope);
results.Add(index + ";" + cauchy.S11 + ";" + cauchy.S12 + ";" + cauchy.S13 + ";" + cauchy.S21 + ";" + cauchy.S22 + ";" + cauchy.S23
+ ";" + cauchy.S31 + ";" + cauchy.S32 + ";" + cauchy.S33 + ";" + CauchyStressTensor.GetVonMisesStress(cauchy));
cauchy = el.GetInternalStress(new double[] { 0.6666666, 0.1666666, 1.0 }, LoadCombination.DefaultLoadCombination, SectionPoints.Envelope);
results.Add(index + ";" + cauchy.S11 + ";" + cauchy.S12 + ";" + cauchy.S13 + ";" + cauchy.S21 + ";" + cauchy.S22 + ";" + cauchy.S23
+ ";" + cauchy.S31 + ";" + cauchy.S32 + ";" + cauchy.S33 + ";" + CauchyStressTensor.GetVonMisesStress(cauchy));
cauchy = el.GetInternalStress(new double[] { 0.166666666, 0.6666666, 1.0 }, LoadCombination.DefaultLoadCombination, SectionPoints.Envelope);
results.Add(index + ";" + cauchy.S11 + ";" + cauchy.S12 + ";" + cauchy.S13 + ";" + cauchy.S21 + ";" + cauchy.S22 + ";" + cauchy.S23
+ ";" + cauchy.S31 + ";" + cauchy.S32 + ";" + cauchy.S33 + ";" + CauchyStressTensor.GetVonMisesStress(cauchy));
}
//Write data if needed
//File.WriteAllLines("Insert path here!!", results.ToArray());
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 n50 = model.Nodes[50];
var n56 = model.Nodes[56];
var n57 = model.Nodes[57];
{//nodal displacements
span.Add("h4").Text("Nodal Displacements");
span.Add("paragraph").Text(string.Format("Validation output for nodal displacements:"));
var da = 1 / 0.0254 * A.GetNodalDisplacement().Displacements; // [inch]
var db = 1 / 0.0254 * B.GetNodalDisplacement().Displacements; // [inch]
var d50 = 1 / 0.0254 * n50.GetNodalDisplacement().Displacements; // [inch]
var d56 = 1 / 0.0254 * n56.GetNodalDisplacement().Displacements; // [inch]
var d57 = 1 / 0.0254 * n57.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
var abaqusDa = new Vector(-15.4207E-03, 88.2587E-03, 150.910E-03); //node 9
var abaqusDb = new Vector(-15.3246E-03, -88.2629E-03, -148.940E-03); //node 5
var abaqus8 = new Vector(-120.875E-06, 88.3894E-03, -1.01662E-03); //node 8
var abaqus12 = new Vector(15.3931E-03, 89.1206E-03, -149.515E-03); //node 12
var abaqus41 = new Vector(-189.084E-06, 72.3778E-03, -734.918E-06); //node 41
span.Add("paragraph").Text(string.Format("Validation output for nodal displacements:"));
span.Add("paragraph").Text(string.Format("Err at node A (displacement): {0:0.00}%", Util.GetErrorPercent(da, abaqusDa))).AddClosedTag("br");;
span.Add("paragraph").Text(string.Format("Err at node B (displacement): {0:0.00}%", Util.GetErrorPercent(db, abaqusDb))).AddClosedTag("br");;
span.Add("paragraph").Text(string.Format("Err at node 41 (57) (displacement): {0:0.00}%", Util.GetErrorPercent(d50, abaqus41))).AddClosedTag("br");;
span.Add("paragraph").Text(string.Format("Err at node 12 (56) (displacement): {0:0.00}%", Util.GetErrorPercent(d56, abaqus12))).AddClosedTag("br");;
span.Add("paragraph").Text(string.Format("Err at node 08 (50) (displacement): {0:0.00}%", Util.GetErrorPercent(d57, abaqus8))).AddClosedTag("br");;
}
{//element stress
{
var e81 = model.Elements[85] as TriangleElement;
var tr = e81.GetTransformationManager();
//t = 1/t;
var am = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 1 / 6.0, 0) * (1 / t));
var at = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 1 / 6.0, +1) * (1 / t));
var ab = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 1 / 6.0, -1) * (1 / t));
var bm = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 4 / 6.0, 1 / 6.0, 0) * (1 / t));
var bt = tr.TransformGlobalToLocal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 4 / 6.0, 1 / 6.0, +1) * (1 / t));
var bb = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 4 / 6.0, 1 / 6.0, -1) * (1 / t));
var cm = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 4 / 6.0, 0) * (1 / t));
var ct = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 4 / 6.0, +1) * (1 / t));
var cb = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 4 / 6.0, -1) * (1 / t));
var abacus_at = new CauchyStressTensor()
{
S11 = 103.814E-03, S22 = 249.185E-03, S12 = 1.03438, S21 = 1.03438
} *-1e9;
var abacus_bt = new CauchyStressTensor()
{
S11 = -34.7168E-03, S22 = -538.942E-03, S12 = 1.03438, S21 = 1.08243
} *-1e9;
var abacus_ct = new CauchyStressTensor()
{
S11 = -201.062E-03, S22 = -1.18348, S12 = 747.243E-03, S21 = 747.243E-03
} *-1e9;
var e1 = Util.GetErrorPercent(at, abacus_ct);
var e2 = Util.GetErrorPercent(bt, abacus_at);
var e3 = Util.GetErrorPercent(ct, abacus_bt);
span.Add("paragraph").Text(string.Format("Validation output for element stress:"));
span.Add("paragraph").Text(string.Format("Err at p1 element 81 (stress): {0:0.00}%", e1)).AddClosedTag("br");
span.Add("paragraph").Text(string.Format("Err at p2 element 81 (stress): {0:0.00}%", e2)).AddClosedTag("br");
span.Add("paragraph").Text(string.Format("Err at p3 element 81 (stress): {0:0.00}%", e3)).AddClosedTag("br");
//in abaqus e81 connected to 8-12-41
//in bfe e85 connected to 57-56-50
}
}
return(val);
}
public ValidationResult Validate()
{
var val = new ValidationResult();
val.Title = "I Beam torsion with triangle element";
var span = val.Span = new HtmlTag("span");
{//report
span.Add("p").Text("Validate an I Beam nodal displacement and reactions and internal forces");
span.Add("h3").Text("Validate with");
span.Add("paragraph").Text("Abaqus");
span.Add("h3").Text("Validate objective");
span.Add("paragraph").Text("compare nodal displacement for a model consist of Triangle Elements");
span.Add("h3").Text("Model Definition");
span.Add("paragraph")
.Text("An I shaped beam, totally fixed on one side and under a couple force on other side")
.AddClosedTag("br");
span.Add("h3").Text("Validation Result");
}
//var magic = 0;
//example #13 p175
#region creating model
//var l = UnitConverter.In2M(40);
//var w = UnitConverter.In2M(10);
//var h = UnitConverter.In2M(5);
var t = 0.25; // UnitConverter.In2M(0.25);
var e = 10000.0; // UnitConverter.Ksi2Pas(10000); //10'000 ksi
var no = 0.3;
var mat = new Materials.UniformIsotropicMaterial(e, no);
var sec = new Sections.UniformParametric2DSection(t);
var model = AbaqusInputFileReader.AbaqusInputToBFE("Case_01V2\\data1\\job-1.inp");
{ //inp file is imerial unit, bfe is metric
foreach (var nde in model.Nodes) //location
{
var lc = nde.Location;
lc.X = UnitConverter.In2M(lc.X);
lc.Y = UnitConverter.In2M(lc.Y);
lc.Z = UnitConverter.In2M(lc.Z);
//nde.Location = lc;
if (nde.Constraints == Constraints.RotationFixed)
{
nde.Constraints = Constraints.Released;
}
}
foreach (var nde in model.Nodes)//loads
{
foreach (var ld in nde.Loads)
{
var f = ld.Force;
f.Fx = UnitConverter.Kip2N(f.Fx);
f.Fy = UnitConverter.Kip2N(f.Fy);
f.Fz = UnitConverter.Kip2N(f.Fz);
//ld.Force = f;
}
}
}
foreach (var elm in model.Elements)
{
if (elm is TriangleElement tri)
{
tri.Material = mat;
tri.Section = sec;
tri.MembraneFormulation = MembraneFormulation.PlaneStress;
tri.Behavior = PlaneElementBehaviours.FullThinShell;
}
}
#endregion
model.Trace.Listeners.Add(new Common.ConsoleTraceListener());
new ModelWarningChecker().CheckModel(model);
model.Solve_MPC();
var bfeNodalDisp = model.Nodes.ToDictionary(i => i.Index, i => i.GetNodalDisplacement());
//Dictionary<int, Displacement> abqNodalDisp;
List <object[]> disp;
List <object[]> stresses;
using (var str = System.IO.File.OpenRead("Case_01V2\\data1\\node-disp.rpt"))
disp =
AbaqusOutputFileReader.ReadTable(str,
AbaqusOutputFileReader.ColType.String,
AbaqusOutputFileReader.ColType.Real,
AbaqusOutputFileReader.ColType.Real,
AbaqusOutputFileReader.ColType.Real,
AbaqusOutputFileReader.ColType.Real,
AbaqusOutputFileReader.ColType.Real,
AbaqusOutputFileReader.ColType.Real);
using (var str = System.IO.File.OpenRead("Case_01V2\\data1\\element-stress.rpt"))
stresses =
AbaqusOutputFileReader.ReadTable(str,
AbaqusOutputFileReader.ColType.String,
AbaqusOutputFileReader.ColType.Int,
AbaqusOutputFileReader.ColType.Real,
AbaqusOutputFileReader.ColType.Real,
AbaqusOutputFileReader.ColType.Real,
AbaqusOutputFileReader.ColType.Real,
AbaqusOutputFileReader.ColType.Real,
AbaqusOutputFileReader.ColType.Real,
AbaqusOutputFileReader.ColType.Real,
AbaqusOutputFileReader.ColType.Real);
var strs = stresses.Select(i => new
{
Label = (string)i[0],
IntPt = (int)i[1],
S11Loc1 = (double)i[2],
S11Loc2 = (double)i[3],
S22Loc1 = (double)i[4],
S22Loc2 = (double)i[5],
S33Loc1 = (double)i[6],
S33Loc2 = (double)i[7],
S12Loc1 = (double)i[8],
S12Loc2 = (double)i[9],
}).ToArray();
var disps = disp.Select(i => new
{
Label = (string)i[0],
Displacement = new Displacement((double)i[1], (double)i[2], (double)i[3], (double)i[4], (double)i[5], (double)i[6])
}).ToArray();
var strss = strs.Select(i => new
{
Label = i.Label,
ptr = i.IntPt,
st = new CauchyStressTensor(i.S11Loc1, i.S22Loc1, i.S33Loc1)
{
S12 = -i.S12Loc1, S21 = -i.S12Loc1
}, //top stress
sb = new CauchyStressTensor(i.S11Loc2, i.S22Loc2, i.S33Loc2)
{
S12 = -i.S12Loc2, S21 = -i.S12Loc2
}, //bot stress
sm = new CauchyStressTensor(0.5 * i.S11Loc2 + 0.5 * i.S11Loc1, 0.5 * i.S22Loc2 + 0.5 * i.S22Loc1, 0.5 * i.S33Loc2 + 0.5 * i.S33Loc1)
{
S12 = -0.5 * i.S12Loc2 + -0.5 * i.S12Loc1, S21 = -0.5 * i.S12Loc2 + -0.5 * i.S12Loc1
}, //mid stress
}).ToArray();
var maxAbsErr = Vector.Zero;
var nodalErrs = new List <double>();
var elmErrs = new List <double>();
var mids = new int[] { 42, 57, 58, 59, 60, 61, 62, 63, 34 };
var sup = new int[] { 6, 11, 3, 34, 7, 2, 10 };
var rest = Enumerable.Range(1, 63).Where(i => !mids.Contains(i) && !sup.Contains(i)).ToArray();
var abqNodalDisp = disps.ToDictionary(i => i.Label, i => i.Displacement);
foreach (var key in bfeNodalDisp.Keys)
{
var test_bfe = bfeNodalDisp[key];
var ref_abq = abqNodalDisp[(key + 1).ToString()];
if (mids.Contains(key + 1) && !sup.Contains(key + 1))
{
test_bfe.DY = ref_abq.DY;
Guid.NewGuid();
}
if (key == 60)
{
Guid.NewGuid();
}
var d = ref_abq - test_bfe;
var du = d.Displacements;
var dr = d.Rotations;
var ru = du.Length / ref_abq.Displacements.Length;
var rr = dr.Length / ref_abq.Rotations.Length;
if (d.Displacements.Length > maxAbsErr.Length)
{
maxAbsErr = d.Displacements;
}
nodalErrs.Add(ru);
var r1 = test_bfe.DX / ref_abq.DX;
var r2 = test_bfe.DY / ref_abq.DY;
var r3 = test_bfe.DZ / ref_abq.DZ;
}
foreach (var key in bfeNodalDisp.Keys)
{
var test_bfe = bfeNodalDisp[key];
var ref_abq = abqNodalDisp[(key + 1).ToString()];
var nde = model.Nodes[key];
//nde.SetNodalDisplacement(LoadCase.DefaultLoadCase, ref_abq);
}
//errs.Sort();
var midErrs = mids.Select(i => nodalErrs[i - 1]).ToArray();
var supErrs = sup.Select(i => nodalErrs[i - 1]).ToArray();
var restErr = rest.Select(i => nodalErrs[i - 1]).ToArray();
var restMax = restErr.Max();
//var elm2 = model.Elements[64];
var p1t = new double[] { 1 / 6.0, 1 / 6.0, 1 };
var p1m = new double[] { 1 / 6.0, 1 / 6.0, 0 };
var p1b = new double[] { 1 / 6.0, 1 / 6.0, -1 };
var p2t = new double[] { 4 / 6.0, 1 / 6.0, 1 };
var p2m = new double[] { 4 / 6.0, 1 / 6.0, 0 };
var p2b = new double[] { 4 / 6.0, 1 / 6.0, -1 };
var p3t = new double[] { 1 / 6.0, 4 / 6.0, 1 };
var p3m = new double[] { 1 / 6.0, 4 / 6.0, 0 };
var p3b = new double[] { 1 / 6.0, 4 / 6.0, -1 };
var problems = new int[] { 82, 84, 86, 88, 90, 92, 94, 96 };
var trs = new Matrix(3, 3);
trs[0, 1] = 1;
trs[1, 0] = -1;
trs[2, 2] = 1;
foreach (var elm in model.Elements)
{
if (elm is TriangleElement tri)
{
var trns = tri.GetTransformationManager();
var s1t = tri.GetLocalInternalStress(p1t);
var s1m = tri.GetLocalInternalStress(p1m);
var s1b = tri.GetLocalInternalStress(p1b);
var s2t = tri.GetLocalInternalStress(p2t);
var s2m = tri.GetLocalInternalStress(p2m);
var s2b = tri.GetLocalInternalStress(p2b);
var s3t = tri.GetLocalInternalStress(p3t);
var s3m = tri.GetLocalInternalStress(p3m);
var s3b = tri.GetLocalInternalStress(p3b);
if (tri.Label == "94")
{
Guid.NewGuid();
}
if (problems.Contains(tri.label.ToInt()))
{
s1m = CauchyStressTensor.Transform(s1m, trs);
s2m = CauchyStressTensor.Transform(s2m, trs);
s3m = CauchyStressTensor.Transform(s3m, trs);
s1t = CauchyStressTensor.Transform(s1t, trs);
s2t = CauchyStressTensor.Transform(s2t, trs);
s3t = CauchyStressTensor.Transform(s3t, trs);
s1b = CauchyStressTensor.Transform(s1b, trs);
s2b = CauchyStressTensor.Transform(s2b, trs);
s3b = CauchyStressTensor.Transform(s3b, trs);
}
var tag = tri.label;
var as1 = strss.FirstOrDefault(i => i.ptr == 1 && i.Label == tag);
var as2 = strss.FirstOrDefault(i => i.ptr == 2 && i.Label == tag);
var as3 = strss.FirstOrDefault(i => i.ptr == 3 && i.Label == tag);
var fnc = new Func <CauchyStressTensor, double[]>(i => new double[] { i.S11, i.S22, i.S33, i.S12 });
var e1t = ErrorUtil.GetRelativeError(as1.sb, -s1t, fnc);
var e1m = ErrorUtil.GetRelativeError(as1.sm, -s1m, fnc);
var e1b = ErrorUtil.GetRelativeError(as1.st, -s1b, fnc);
var e2t = ErrorUtil.GetRelativeError(as2.sb, -s2t, fnc);
var e2m = ErrorUtil.GetRelativeError(as2.sm, -s2m, fnc);
var e2b = ErrorUtil.GetRelativeError(as2.st, -s2b, fnc);
var e3t = ErrorUtil.GetRelativeError(as3.sb, -s3t, fnc);
var e3m = ErrorUtil.GetRelativeError(as3.sm, -s3m, fnc);
var e3b = ErrorUtil.GetRelativeError(as3.st, -s3b, fnc);
var eMax =
CalcUtil.NormInf(e1t, e1b, e2t, e2b, e3t, e3b);
//CalcUtil.NormInf(e1m, e2m, e3m);//max abs value
if (tri.Label == "51")
{
Guid.NewGuid();
}
elmErrs.Add(eMax);
}
}
var maxStress = elmErrs.Max();
var avg = elmErrs.Average();
var tmp = Enumerable.Range(0, elmErrs.Count).Select(i => Tuple.Create(i + 1, elmErrs[i])).OrderBy(i => - i.Item2).ToList();
elmErrs.Sort();
Guid.NewGuid();
/*
* {//nodal displacements
*
* span.Add("h4").Text("Nodal Displacements");
* span.Add("paragraph").Text(string.Format("Validation output for nodal displacements:"));
*
* var da = 1 / 0.0254 * A.GetNodalDisplacement().Displacements; // [inch]
* var db = 1 / 0.0254 * B.GetNodalDisplacement().Displacements; // [inch]
*
* var d50 = 1 / 0.0254 * n50.GetNodalDisplacement().Displacements; // [inch]
* var d56 = 1 / 0.0254 * n56.GetNodalDisplacement().Displacements; // [inch]
* var d57 = 1 / 0.0254 * n57.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
*
* var abaqusDa = new Vector(-15.4207E-03, 88.2587E-03, 150.910E-03); //node 9
* var abaqusDb = new Vector(-15.3246E-03, -88.2629E-03, -148.940E-03); //node 5
*
* var abaqus8 = new Vector(-120.875E-06, 88.3894E-03, -1.01662E-03); //node 8
* var abaqus12 = new Vector(15.3931E-03, 89.1206E-03, -149.515E-03); //node 12
* var abaqus41 = new Vector(-189.084E-06, 72.3778E-03, -734.918E-06); //node 41
*
*
* span.Add("paragraph").Text(string.Format("Validation output for nodal displacements:"));
*
* span.Add("paragraph").Text(string.Format("Err at node A (displacement): {0:0.00}%", Util.GetErrorPercent(da, abaqusDa))).AddClosedTag("br"); ;
* span.Add("paragraph").Text(string.Format("Err at node B (displacement): {0:0.00}%", Util.GetErrorPercent(db, abaqusDb))).AddClosedTag("br"); ;
*
* span.Add("paragraph").Text(string.Format("Err at node 41 (57) (displacement): {0:0.00}%", Util.GetErrorPercent(d50, abaqus41))).AddClosedTag("br"); ;
* span.Add("paragraph").Text(string.Format("Err at node 12 (56) (displacement): {0:0.00}%", Util.GetErrorPercent(d56, abaqus12))).AddClosedTag("br"); ;
* span.Add("paragraph").Text(string.Format("Err at node 08 (50) (displacement): {0:0.00}%", Util.GetErrorPercent(d57, abaqus8))).AddClosedTag("br"); ;
* }
*
* {//element stress
* {
* var e81 = model.Elements[85] as TriangleElement;
*
* var tr = e81.GetTransformationManager();
*
* //t = 1/t;
*
* var am = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 1 / 6.0, 0) * (1 / t));
* var at = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 1 / 6.0, +1) * (1 / t));
* var ab = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 1 / 6.0, -1) * (1 / t));
*
* var bm = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 4 / 6.0, 1 / 6.0, 0) * (1 / t));
* var bt = tr.TransformGlobalToLocal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 4 / 6.0, 1 / 6.0, +1) * (1 / t));
* var bb = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 4 / 6.0, 1 / 6.0, -1) * (1 / t));
*
* var cm = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 4 / 6.0, 0) * (1 / t));
* var ct = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 4 / 6.0, +1) * (1 / t));
* var cb = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 4 / 6.0, -1) * (1 / t));
*
* var abacus_at = new CauchyStressTensor() { S11 = 103.814E-03, S22 = 249.185E-03, S12 = 1.03438, S21 = 1.03438 } * -1e9;
* var abacus_bt = new CauchyStressTensor() { S11 = -34.7168E-03, S22 = -538.942E-03, S12 = 1.03438, S21 = 1.08243 } * -1e9;
* var abacus_ct = new CauchyStressTensor() { S11 = -201.062E-03, S22 = -1.18348, S12 = 747.243E-03, S21 = 747.243E-03 } * -1e9;
*
* var e1 = Util.GetErrorPercent(at, abacus_ct);
* var e2 = Util.GetErrorPercent(bt, abacus_at);
* var e3 = Util.GetErrorPercent(ct, abacus_bt);
*
* span.Add("paragraph").Text(string.Format("Validation output for element stress:"));
*
* span.Add("paragraph").Text(string.Format("Err at p1 element 81 (stress): {0:0.00}%", e1)).AddClosedTag("br");
* span.Add("paragraph").Text(string.Format("Err at p2 element 81 (stress): {0:0.00}%", e2)).AddClosedTag("br");
* span.Add("paragraph").Text(string.Format("Err at p3 element 81 (stress): {0:0.00}%", e3)).AddClosedTag("br");
*
* //in abaqus e81 connected to 8-12-41
* //in bfe e85 connected to 57-56-50
* }
*
* }
*/
return(val);
}
public ValidationResult Validate()
{
var val = new ValidationResult();
//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 };
var mat = new Materials.UniformIsotropicMaterial(e, no);
var sec = new Sections.UniformParametric2DSection(t);
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 TriangleElement()
{
Material = mat, Section = sec
};
elm1.Nodes[0] = n11;
elm1.Nodes[1] = n12;
elm1.Nodes[2] = n21;
model.Elements.Add(elm1);
var elm2 = new TriangleElement()
{
Material = mat, Section = sec
};
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 = Constraints.Fixed);
#endregion
model.Trace.Listeners.Add(new BriefFiniteElementNet.Common.ConsoleTraceListener());
new ModelWarningChecker().CheckModel(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 n50 = model.Nodes[50];
var n56 = model.Nodes[56];
var n57 = model.Nodes[57];
val.Title = "I Beam torsion with triangle element";
var da = 1 / 0.0254 * A.GetNodalDisplacement().Displacements; // [inch]
var db = 1 / 0.0254 * B.GetNodalDisplacement().Displacements; // [inch]
var d50 = 1 / 0.0254 * n50.GetNodalDisplacement().Displacements; // [inch]
var d56 = 1 / 0.0254 * n56.GetNodalDisplacement().Displacements; // [inch]
var d57 = 1 / 0.0254 * n57.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
var abaqusDa = new Vector(-15.4207E-03, 88.2587E-03, 150.910E-03); //node 9
var abaqusDb = new Vector(-15.3246E-03, -88.2629E-03, -148.940E-03); //node 5
var abaqus8 = new Vector(-120.875E-06, 88.3894E-03, -1.01662E-03); //node 8
var abaqus12 = new Vector(15.3931E-03, 89.1206E-03, -149.515E-03); //node 12
var abaqus41 = new Vector(-189.084E-06, 72.3778E-03, -734.918E-06); //node 41
Console.WriteLine("Err at A against abaqus (displacement): {0:0.00}%", GetError(da, abaqusDa));
Console.WriteLine("Err at B against abaqus (displacement): {0:0.00}%", GetError(db, abaqusDb));
Console.WriteLine("Err at 41 (57) against abaqus (displacement): {0:0.00}%", GetError(d50, abaqus41));
Console.WriteLine("Err at 12 (56) against abaqus (displacement): {0:0.00}%", GetError(d56, abaqus12));
Console.WriteLine("Err at 08 (50) against abaqus (displacement): {0:0.00}%", GetError(d57, abaqus8));
model.ReIndexElements();
model.ReIndexNodes();
//ModelVisualizerControl.VisualizeInNewWindow(model);
{
var e81 = model.Elements[85] as TriangleElement;
var tr = e81.GetTransformationManager();
//t = 1/t;
var am = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 1 / 6.0, 0) * (1 / t));
var at = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 1 / 6.0, +1) * (1 / t));
var ab = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 1 / 6.0, -1) * (1 / t));
var bm = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 4 / 6.0, 1 / 6.0, 0) * (1 / t));
var bt = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 4 / 6.0, 1 / 6.0, +1) * (1 / t));
var bb = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 4 / 6.0, 1 / 6.0, -1) * (1 / t));
var cm = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 4 / 6.0, 0) * (1 / t));
var ct = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 4 / 6.0, +1) * (1 / t));
var cb = tr.TransformLocalToGlobal(e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 4 / 6.0, -1) * (1 / t));
var abacus_at = new CauchyStressTensor()
{
S11 = 103.814E-03, S22 = 249.185E-03, S12 = 1.03438, S21 = 1.03438
} *-1e9;
var abacus_bt = new CauchyStressTensor()
{
S11 = -34.7168E-03, S22 = -538.942E-03, S12 = 1.03438, S21 = 1.08243
} *-1e9;
var abacus_ct = new CauchyStressTensor()
{
S11 = -201.062E-03, S22 = -1.18348, S12 = 747.243E-03, S21 = 747.243E-03
} *-1e9;
var e1 = GetError(at, abacus_ct);
var e2 = GetError(bt, abacus_at);
var e3 = GetError(ct, abacus_bt);
Console.WriteLine("Err at p1 element 81 (stress): {0:0.00}%", e1);
Console.WriteLine("Err at p2 element 81 (stress): {0:0.00}%", e2);
Console.WriteLine("Err at p3 element 81 (stress): {0:0.00}%", e3);
//in abaqus e81 connected to 8-12-41
//in bfe e85 connected to 57-56-50
}
for (int i = 0; i < model.Elements.Count; i++)
{
model.Elements[i].Label = i.ToString();
}
throw new NotImplementedException();
}
public ValidationResult Validate()
{
var val = new ValidationResult();
//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 };
var mat = new Materials.UniformIsotropicMaterial(e, no);
var sec = new Sections.UniformParametric2DSection(t);
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 TriangleElement()
{
Material = mat, Section = sec
};
elm1.Nodes[0] = n11;
elm1.Nodes[1] = n12;
elm1.Nodes[2] = n21;
model.Elements.Add(elm1);
var elm2 = new TriangleElement()
{
Material = mat, Section = sec
};
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 = Constraints.Fixed);
#endregion
model.Trace.Listeners.Add(new BriefFiniteElementNet.Common.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";
/**/
val.Title = "I Beam torsion with triangle element";
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
var abaqusDa = new Vector(-15.4207E-03, 88.2587E-03, 150.910E-03); //node 9
var abaqusDb = new Vector(-15.3246E-03, -88.2629E-03, -148.940E-03); //node 5
Console.WriteLine("Err at A against abaqus (displacement): {0:0.00}%", GetError(da, abaqusDa));
Console.WriteLine("Err at B against abaqus (displacement): {0:0.00}%", GetError(db, abaqusDb));
{
var e81 = model.Elements[85] as TriangleElement;
var stress = e81.GetLocalInternalStress(LoadCase.DefaultLoadCase, 1 / 6.0, 1 / 6.0, 0);
}
for (int i = 0; i < model.Elements.Count; i++)
{
model.Elements[i].Label = i.ToString();
}
throw new NotImplementedException();
}
