public void GeneralBeamFlexuralCapacityTopReturnsNominalValue()
{
double fc = 4000.0;
FlexuralSectionFactory sf = new FlexuralSectionFactory();
IConcreteMaterial mat = GetConcreteMaterial(fc);
List <Point2D> PolyPoints = new List <Point2D>()
{
new Point2D(-6.0, 0.0),
new Point2D(-6.0, 12.0),
new Point2D(6.0, 12.0),
new Point2D(6.0, 0)
};
Rebar thisBar = new Rebar(1.0, new MaterialAstmA615(A615Grade.Grade60));
var coord = new RebarCoordinate(0, 1.0);
List <RebarPoint> RebarPoints = new List <RebarPoint>()
{
new RebarPoint(thisBar, coord)
};
//GetGeneralSection(List<Point2D> PolygonPoints,
//ConcreteMaterial Concrete, List<RebarPoint> RebarPoints, double b_w, double d)
ConcreteSectionFlexure beam = sf.GetGeneralSection(PolyPoints, mat, RebarPoints, 12.0, 9.0);
IStrainCompatibilityAnalysisResult MResult = beam.GetNominalFlexuralCapacity(FlexuralCompressionFiberPosition.Top);
double M_n = MResult.Moment / 12000;
double refValue = 51.32;
double actualTolerance = EvaluateActualTolerance(M_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void BeamReturnsphiMn()
{
var ConcreteMaterial = new Kodestruct.Concrete.ACI318_14.Materials.ConcreteMaterial(6000, ACI.Entities.ConcreteTypeByWeight.Normalweight, null);
FlexuralSectionFactory flexureFactory = new FlexuralSectionFactory();
double b = 16;
double h = 40;
double f_y = 60000;
RebarMaterialGeneral LongitudinalRebarMaterial = new RebarMaterialGeneral(f_y);
List <RebarPoint> LongitudinalBars = new List <RebarPoint>();
Rebar TopRebar = new Rebar(4, LongitudinalRebarMaterial);
RebarPoint TopPoint = new RebarPoint(TopRebar, new RebarCoordinate()
{
X = 0, Y = h / 2.0 - 3
});
LongitudinalBars.Add(TopPoint);
Rebar BottomRebar = new Rebar(4, LongitudinalRebarMaterial);
RebarPoint BottomPoint = new RebarPoint(BottomRebar, new RebarCoordinate()
{
X = 0, Y = -h / 2.0 + 3
});
LongitudinalBars.Add(BottomPoint);
CrossSectionRectangularShape shape = new CrossSectionRectangularShape(ConcreteMaterial, null, b, h);
IConcreteFlexuralMember fs = new ConcreteSectionFlexure(shape, LongitudinalBars, null,
ConfinementReinforcementType.Ties);
ConcreteFlexuralStrengthResult result = fs.GetDesignFlexuralStrength(FlexuralCompressionFiberPosition.Top);
}
public void ColumnDistributedInteractionReturnsSPCOL_Nominal2()
{
double b = 16;
double h = 16;
double f_c = 5000;
List <RebarPoint> LongitudinalBars = new List <RebarPoint>();
FlexuralSectionFactory flexureFactory = new FlexuralSectionFactory();
CompressionSectionFactory compressionFactory = new CompressionSectionFactory();
IConcreteMaterial mat = GetConcreteMaterial(f_c);
IRebarMaterial rebarMat = new MaterialAstmA615(A615Grade.Grade60);
ConcreteSectionFlexure flexureMember = flexureFactory.GetRectangularSectionFourSidesDistributed(b, h, 4.0, 0, 2.5, 2.5,
mat, rebarMat, ConfinementReinforcementType.Ties, 1);
ConcreteSectionCompression col = compressionFactory.GetCompressionMemberFromFlexuralSection(flexureMember,
CompressionMemberType.NonPrestressedWithTies);
double P = 500 * 1000;
double refValue = 369 * 12 * 1000; //from SP column software
double M_n = col.GetNominalMomentResult(P, FlexuralCompressionFiberPosition.Top).Moment;
double phiM_n_KipFt = M_n / 1000.0 / 12.0;
double actualTolerance = EvaluateActualTolerance(M_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void ColumnDistributedInteractionReturnsSPCOL_Nominal1_Strains()
{
double b = 16;
double h = 16;
double f_c = 5000;
List <RebarPoint> LongitudinalBars = new List <RebarPoint>();
FlexuralSectionFactory flexureFactory = new FlexuralSectionFactory();
CompressionSectionFactory compressionFactory = new CompressionSectionFactory();
IConcreteMaterial mat = GetConcreteMaterial(f_c);
IRebarMaterial rebarMat = new MaterialAstmA615(A615Grade.Grade60);
ConcreteSectionFlexure flexureMember = flexureFactory.GetRectangularSectionFourSidesDistributed(b, h, 4.0, 0, 2.5, 2.5,
mat, rebarMat, ConfinementReinforcementType.Ties, 1);
ConcreteSectionCompression col = compressionFactory.GetCompressionMemberFromFlexuralSection(flexureMember, CompressionMemberType.NonPrestressedWithTies);
double refForce = 1220;
double refMoment = 160.8;
double SteelStrain = 0.000654;
double P = col.SectionAxialForceResultantFunction(SteelStrain) / 1000.0;
double actualTolerance = EvaluateActualTolerance(P, refForce);
//IStrainCompatibilityAnalysisResult momentResult = col.GetNominalMomentResult(refForce, FlexuralCompressionFiberPosition.Top);
//double M_n = momentResult.Moment / 12000.0;
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void ColumnDistributedInteractionReturnsSPCOL_Nominal0_Strains()
{
double b = 16;
double h = 16;
double f_c = 5000;
List <RebarPoint> LongitudinalBars = new List <RebarPoint>();
FlexuralSectionFactory flexureFactory = new FlexuralSectionFactory();
CompressionSectionFactory compressionFactory = new CompressionSectionFactory();
IConcreteMaterial mat = GetConcreteMaterial(f_c);
IRebarMaterial rebarMat = new MaterialAstmA615(A615Grade.Grade60);
ConcreteSectionFlexure flexureMember = flexureFactory.GetRectangularSectionFourSidesDistributed(b, h, 4.0, 0, 2.5, 2.5,
mat, rebarMat, ConfinementReinforcementType.Ties, 1);
ConcreteSectionCompression col = compressionFactory.GetCompressionMemberFromFlexuralSection(flexureMember, CompressionMemberType.NonPrestressedWithTies);
double refForce = 1440;
double refMoment = 43.0;
double SteelStrain = 0.00126;
double P = col.SectionAxialForceResultantFunction(SteelStrain) / 1000.0;
double actualTolerance = EvaluateActualTolerance(P, refForce);
Assert.True(actualTolerance <= tolerance);
}
public ConcreteSectionCompression GetConcreteExampleColumnWithDistributed()
{
double b = 16;
double h = 16;
double f_c = 5000;
List <RebarPoint> LongitudinalBars = new List <RebarPoint>();
FlexuralSectionFactory flexureFactory = new FlexuralSectionFactory();
CompressionSectionFactory compressionFactory = new CompressionSectionFactory();
IConcreteMaterial mat = GetConcreteMaterial(f_c);
IRebarMaterial rebarMat = new MaterialAstmA615(A615Grade.Grade60);
ConcreteSectionFlexure flexureMember = flexureFactory.GetRectangularSectionFourSidesDistributed(b, h, 4, 0, 2.5, 2.5, mat, rebarMat);
ConcreteSectionCompression column = compressionFactory.GetCompressionMember(flexureMember, CompressionMemberType.NonPrestressedWithTies);
return(column);
}
internal RectangularSectionFourSideReinforced(double b, double h, double A_sTopBottom, double A_sLeftRight,
double c_cntrTopBottom, double c_cntrLeftRight, ConcreteMaterial ConcreteMaterial, RebarMaterial LongitudinalRebarMaterial,
bool hasTies = false)
{
KodestructAci.ConfinementReinforcementType ConfinementReinforcementType;
if (hasTies == true)
{
ConfinementReinforcementType = KodestructAci.ConfinementReinforcementType.Ties;
}
else
{
ConfinementReinforcementType = KodestructAci.ConfinementReinforcementType.NoReinforcement;
}
base.ConcreteMaterial = ConcreteMaterial; //duplicate save of concrete material into base Dynamo class
FlexuralSectionFactory flexureFactory = new FlexuralSectionFactory();
ConcreteSectionFlexure fs = flexureFactory.GetRectangularSectionFourSidesDistributed(b, h, A_sTopBottom, A_sLeftRight,
c_cntrTopBottom, c_cntrLeftRight,
ConcreteMaterial.Concrete, LongitudinalRebarMaterial.Material, ConfinementReinforcementType);
this.FlexuralSection = fs;
}
