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);
}
