public void ColumnDistributedInteractionReturnsSPCol2()
{
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 phiP_n = 797 * 1000;
double refValue = 102;//from SP column software
double M_n = col.GetNominalMomentResult(phiP_n / 0.65, FlexuralCompressionFiberPosition.Top).Moment;
double phiM_n_KipFt = M_n / 1000.0 / 12.0;
double phiM_n = col.GetDesignMomentWithCompressionStrength(phiP_n, FlexuralCompressionFiberPosition.Top).phiM_n / (12 * 1000);
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void ColumnInteractionReturnsM_n_Z_Neg2Factored()
{
ConcreteSectionCompression col = GetConcreteExampleColumn();
double phiP_n = 205 * 1000;
double phiM_nRef = 282.0 * 1000 * 12;
double phiM_n = col.GetDesignMomentWithCompressionStrength(phiP_n, FlexuralCompressionFiberPosition.Top).phiM_n;
double actualTolerance = EvaluateActualTolerance(phiM_n, phiM_nRef);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void ColumnDistributedInteractionReturnsM_n_Z_Neg4Factored()
{
ConcreteSectionCompression col = GetConcreteExampleColumnWithDistributed();
double phiP_n = 39.5 * 1000;
double refValue = 232 * 12 * 1000; //from MacGregor
double phiM_n = col.GetDesignMomentWithCompressionStrength(phiP_n, FlexuralCompressionFiberPosition.Top).phiM_n;
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
/// <summary>
/// Moment strength with axial force (kip - in unit system for all inputs and outputs)
/// </summary>
/// <param name="P_u"> Factored axial force; to be taken as positive for compression and negative for tension </param>
/// <param name="ConcreteSection"> Reinforced concrete section </param>
/// <param name="ConfinementReinforcementType"> Type of compression member confinement reinforcement (tied, spiral etc) </param>
/// <param name="FlexuralCompressionFiberLocation">Specifies if top or bottom fiber is in compression from the effects of bending moment</param>
/// <param name="IsPrestressed">Indicates if member is prestressed</param>
/// <param name="Code">Applicable version of code/standard</param>
/// <returns name="phiM_n"> Design flexural strength at section </returns>
public static double MaximumMomentFromAxialForce(double P_u, ConcreteFlexureAndAxiaSection ConcreteSection,
string ConfinementReinforcementType = "Ties", string FlexuralCompressionFiberLocation = "Top",
bool IsPrestressed = false, string Code = "ACI318-14")
{
//Default values
double phiM_n = 0.0;
//Calculation logic:
ConfinementReinforcementType ConfinementReinforcement;
bool IsValidConfinementReinforcementType = Enum.TryParse(ConfinementReinforcementType, true, out ConfinementReinforcement);
if (IsValidConfinementReinforcementType == false)
{
throw new Exception("Failed to convert string. ConfinementReinforcementType. Please check input");
}
FlexuralCompressionFiberPosition p;
bool IsValidStringFiber = Enum.TryParse(FlexuralCompressionFiberLocation, true, out p);
if (IsValidStringFiber == false)
{
throw new Exception("Flexural compression fiber location is not recognized. Check input.");
}
CalcLog log = new CalcLog();
if (ConcreteSection.FlexuralSection is IConcreteSectionWithLongitudinalRebar)
{
IConcreteSectionWithLongitudinalRebar Section = (IConcreteSectionWithLongitudinalRebar)ConcreteSection.FlexuralSection;
ConcreteSectionCompression column = new ConcreteSectionCompression(Section, ConfinementReinforcement, log);
//Convert axial force to pounds
double P_u_pounds = P_u * 1000.0;
phiM_n = column.GetDesignMomentWithCompressionStrength(P_u_pounds, p).phiM_n / 1000.0; // convert to kip inch units
}
else
{
throw new Exception("Section of wrong type. Create a section type that has longitudinal bars as part of definition.");
}
return(phiM_n);
}