public ConcreteSectionCompression GetConcreteExampleColumn()
{
double b = 16;
double h = 16;
double f_c = 5000;
List <RebarPoint> LongitudinalBars = new List <RebarPoint>();
Rebar thisBar1 = new Rebar(4, new MaterialAstmA615(A615Grade.Grade60));
RebarPoint point1 = new RebarPoint(thisBar1, new RebarCoordinate()
{
X = 0, Y = -h / 2.0 + 2.5
});
LongitudinalBars.Add(point1);
Rebar thisBar2 = new Rebar(4, new MaterialAstmA615(A615Grade.Grade60));
RebarPoint point2 = new RebarPoint(thisBar2, new RebarCoordinate()
{
X = 0, Y = h / 2.0 - 2.5
});
LongitudinalBars.Add(point2);
//ConcreteSectionCompression column = GetConcreteCompressionMember(b, h, f_c, LongitudinalBars, CompressionMemberType.NonPrestressedWithTies);
ConcreteSectionCompression column = GetConcreteCompressionMember(b, h, f_c, LongitudinalBars, ConfinementReinforcementType.Ties);
return(column);
}
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 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 static Dictionary <string, object> MaximumCompressiveStrength(ConcreteFlexureAndAxiaSection ConcreteSection,
string ConfinementReinforcementType = "Ties",
bool IsPrestressed = false, string Code = "ACI318-14")
{
//Default values
double phiP_o = 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");
}
double P_o = 0.0;
CalcLog log = new CalcLog();
IConcreteSectionWithLongitudinalRebar Section = (IConcreteSectionWithLongitudinalRebar)ConcreteSection.FlexuralSection;
ConcreteSectionCompression column = new ConcreteSectionCompression(Section, ConfinementReinforcement, log);
P_o = column.GetMaximumForce() / 1000.0; // convert to kip inch units;
double phi = 0.65;
phiP_o = phi * P_o;
return(new Dictionary <string, object>
{
{ "phiP_o", phiP_o }
});
}
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 ConcreteSectionCompression GetConcreteCompressionMember(double Width, double Height, double fc, List <RebarPoint> LongitudinalBars, CompressionMemberType CompressionMemberType)
{
CalcLog log = new CalcLog();
IConcreteSection Section = GetRectangularSection(Width, Height, fc);
ConcreteSectionCompression column = new ConcreteSectionCompression(Section, LongitudinalBars, CompressionMemberType, log);
return(column);
}
public ConcreteSectionCompression GetCompressionMemberFromFlexuralSection(ConcreteSectionFlexure flexuralSection,
CompressionMemberType CompressionMemberType)
{
CalcLog log = new CalcLog();
ConcreteSectionCompression compSection = new ConcreteSectionCompression(flexuralSection, CompressionMemberType, log);
return(compSection);
}
public ConcreteSectionCompression GetConcreteCompressionMember(double Width, double Height, double fc, List <RebarPoint> LongitudinalBars, ConfinementReinforcementType ConfinementReinforcementType)
{
CalcLog log = new CalcLog();
IConcreteSection Section = GetRectangularSection(Width, Height, fc);
IConcreteFlexuralMember fs = new ConcreteSectionFlexure(Section, LongitudinalBars, new CalcLog(), ConfinementReinforcementType);
ConcreteSectionCompression column = new ConcreteSectionCompression(fs as IConcreteSectionWithLongitudinalRebar, ConfinementReinforcementType, log);
return(column);
}
public void ColumnInteractionReturnsM_n_Z_Neg2()
{
ConcreteSectionCompression col = GetConcreteExampleColumn();
double P_u = 247000.0;
double M_n = col.GetNominalMomentResult(P_u, FlexuralCompressionFiberPosition.Top).Moment;
double refValue = 4080 * 1000; //from MacGregor
double actualTolerance = EvaluateActualTolerance(M_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public ConcreteSectionCompression GetCompressionMemberFromFlexuralSection(ConcreteSectionFlexure flexuralSection,
ConfinementReinforcementType ConfinementReinforcement, bool IsPrestressed = false)
{
CalcLog log = new CalcLog();
CompressionMemberType CompressionMemberType = GetCompressionMemberType(ConfinementReinforcement, IsPrestressed);
ConcreteSectionCompression compSection = new ConcreteSectionCompression(flexuralSection, CompressionMemberType, log);
return(compSection);
}
public ConcreteSectionCompression GetRectangularCompressionMember(double Width, double Height, IConcreteMaterial ConcreteMaterial,
List <RebarPoint> LongitudinalBars, ConfinementReinforcementType ConfinementReinforcement,
ICalcLog log, bool IsPrestressed = false)
{
CrossSectionRectangularShape Section = new CrossSectionRectangularShape(ConcreteMaterial, null, Width, Height);
CompressionMemberType CompressionMemberType = GetCompressionMemberType(ConfinementReinforcement, IsPrestressed);
ConcreteSectionCompression column = new ConcreteSectionCompression(Section, LongitudinalBars, CompressionMemberType, log);
return(column);
}
public void ColumnDistributedInteractionReturnsM_n_Z_Neg4()
{
ConcreteSectionCompression col = GetConcreteExampleColumnWithDistributed();
double P_u = 43900.0;
double M_n = col.GetNominalMomentResult(P_u, FlexuralCompressionFiberPosition.Top).Moment;
double refValue = 257 * 12 * 1000; //from MacGregor
double actualTolerance = EvaluateActualTolerance(M_n, refValue);
Assert.True(actualTolerance <= tolerance);
}
public void ColumnInteractionReturnsM_n_Z_Neg1()
{
ConcreteSectionCompression col = GetConcreteExampleColumn();
double P_u = 417000.0;
var nominalResult = col.GetNominalMomentResult(P_u, FlexuralCompressionFiberPosition.Top);
double M_n = nominalResult.Moment;
double refValue = 4630 * 1000; //from MacGregor
double actualTolerance = EvaluateActualTolerance(M_n, refValue);
Assert.True(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);
}
public void ColumnInteractionReturnsM_n_Z_Neg1()
{
ConcreteSectionCompression col = GetConcreteExampleColumn();
double P_u = 417000.0;
var nominalResult = col.GetNominalMomentResult(P_u, FlexuralCompressionFiberPosition.Top);
double M_n = nominalResult.Moment;
double refValue = 4630 * 1000; //from MacGregor
double actualTolerance = EvaluateActualTolerance(M_n, refValue);
//ConcreteCompressionStrengthResult result = new ConcreteCompressionStrengthResult(nominalResult, FlexuralCompressionFiberPosition.Top, col.Section.Material.beta1);
//StrengthReductionFactorFactory f = new StrengthReductionFactorFactory();
//FlexuralFailureModeClassification failureMode = f.GetFlexuralFailureMode(result.epsilon_t, result.epsilon_ty);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void ShearWallCalculatesPMMDiagram()
{
double f_c_prime = 6;
double f_c_prime_psi = f_c_prime * 1000;
RebarMaterialFactory factory = new RebarMaterialFactory();
string RebarSpecificationId = "A615Grade60";
IRebarMaterial LongitudinalRebarMaterial = factory.GetMaterial(RebarSpecificationId);
double h_total = 20 * 12;
double t_w = 12;
double N_curtains = 2;
double s = 12;
double c_edge = 0;
BoundaryZone BoundaryZoneTop = new BoundaryZone(3, 3, "No8", 6, 3, 3);
BoundaryZone BoundaryZoneBottom = new BoundaryZone(3, 3, "No8", 6, 3, 3);
string WallRebarSizeId = "No4";
FlexuralCompressionFiberPosition p = FlexuralCompressionFiberPosition.Top;
ConcreteMaterial Concrete = new ConcreteMaterial(f_c_prime_psi, ConcreteTypeByWeight.Normalweight, null);
ConfinementReinforcementType ConfinementReinforcementType = KodestructAci.ConfinementReinforcementType.Ties;
CrossSectionRectangularShape shape = new CrossSectionRectangularShape(Concrete, null, t_w, h_total);
List <KodestructAci.RebarPoint> LongitudinalBars = GetLongitudinalBars(shape.SliceableShape as ISectionRectangular, h_total, t_w, WallRebarSizeId, N_curtains, s, c_edge,
BoundaryZoneTop, BoundaryZoneBottom, LongitudinalRebarMaterial);
KodestructAci.IConcreteFlexuralMember fs = new KodestructAci14.ConcreteSectionFlexure(shape, LongitudinalBars, null, ConfinementReinforcementType);
IConcreteSectionWithLongitudinalRebar Section = fs as IConcreteSectionWithLongitudinalRebar;
ConcreteSectionCompression column = new ConcreteSectionCompression(Section, ConfinementReinforcementType, null);
//Convert axial force to pounds
List <PMPair> Pairs = column.GetPMPairs(p);
var PairsAdjusted = Pairs.Select(pair => new PMPair(pair.P / 1000.0, pair.M / 1000.0 / 12.0));
string Filename = Path.Combine(Path.GetTempPath(), "PMInteractionShearWall.csv");
using (CsvFileWriter writer = new CsvFileWriter(Filename))
{
foreach (var pair in PairsAdjusted)
{
CsvRow row = new CsvRow();
row.Add(pair.M.ToString());
row.Add(pair.P.ToString());
writer.WriteRow(row);
}
}
}
/// <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);
}
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);
}
public void ColumnReturnsNegativeNominalInteractionDiagram()
{
ConcreteSectionCompression col = GetConcreteExampleColumn();
List <PMPair> Pairs = col.GetPMPairs(FlexuralCompressionFiberPosition.Bottom, 50, false);
var PairsAdjusted = Pairs.Select(pair => new PMPair(pair.P / 1000.0, pair.M / 1000.0 / 12.0));
string Filename = Path.Combine(Path.GetTempPath(), "PMInteractionMacGregorNegative.csv");
using (CsvFileWriter writer = new CsvFileWriter(Filename))
{
foreach (var pair in PairsAdjusted)
{
CsvRow row = new CsvRow();
row.Add(pair.M.ToString());
row.Add(pair.P.ToString());
writer.WriteRow(row);
}
}
}
public void ShearWallCalculatesPMMDiagramMaxIteration()
{
double f_c_prime = 6;
double f_c_prime_psi = f_c_prime * 1000;
IRebarMaterial LongitudinalRebarMaterial = new RebarMaterialGeneral(60000);
double l_w = 20 * 12;
double h = 12;
FlexuralCompressionFiberPosition p = FlexuralCompressionFiberPosition.Top;
ConcreteMaterial Concrete = new ConcreteMaterial(f_c_prime_psi, ConcreteTypeByWeight.Normalweight, null);
ConfinementReinforcementType ConfinementReinforcementType = KodestructAci.ConfinementReinforcementType.Ties;
CrossSectionRectangularShape shape = new CrossSectionRectangularShape(Concrete, null, h, l_w);
List <RebarPoint> LongitudinalBars = GetLongitudinalBarsFromCoordinates(LongitudinalRebarMaterial);
KodestructAci.IConcreteFlexuralMember fs = new KodestructAci14.ConcreteSectionFlexure(shape, LongitudinalBars, null, ConfinementReinforcementType);
IConcreteSectionWithLongitudinalRebar Section = fs as IConcreteSectionWithLongitudinalRebar;
ConcreteSectionCompression column = new ConcreteSectionCompression(Section, ConfinementReinforcementType, null);
//Convert axial force to pounds
List <PMPair> Pairs = column.GetPMPairs(p, 50, true);
var PairsAdjusted = Pairs.Select(pair => new PMPair(pair.P / 1000.0, pair.M / 1000.0 / 12.0));
string Filename = Path.Combine(Path.GetTempPath(), "PMInteractionShearWallMaxIteration.csv");
using (CsvFileWriter writer = new CsvFileWriter(Filename))
{
foreach (var pair in PairsAdjusted)
{
CsvRow row = new CsvRow();
row.Add(pair.M.ToString());
row.Add(pair.P.ToString());
writer.WriteRow(row);
}
}
}