public static Dictionary <string, object> CrackingMoment(ConcreteFlexureAndAxiaSection ConcreteSection,
string FlexuralCompressionFiberLocation = "Top", string Code = "ACI318-14")
{
//Default values
double M_cr = 0;
//Calculation logic:
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.");
}
ConcreteSectionFlexure beam = ConcreteSection.FlexuralSection as ConcreteSectionFlexure;
M_cr = beam.GetCrackingMoment(p) / 1000.0; // Conversion from ACI318 psi units to ksi units
return(new Dictionary <string, object>
{
{ "M_cr", M_cr }
});
}
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 static Dictionary <string, object> ThresholdTorsion(ConcreteFlexureAndAxiaSection ConcreteSection, double N_u, double c_transv_ctr,
bool IsPrestressed = false, string Code = "ACI318-14")
{
//Default values
double phiT_th = 0;
//Calculation logic:
TorsionShapeFactory tss = new TorsionShapeFactory();
ConcreteSectionFlexure cross_Section = ConcreteSection.FlexuralSection as ConcreteSectionFlexure;
if (cross_Section != null)
{
if (cross_Section.Section.SliceableShape is ISectionRectangular)
{
IConcreteTorsionalShape shape = tss.GetShape(cross_Section.Section.SliceableShape, ConcreteSection.ConcreteMaterial.Concrete, c_transv_ctr);
ConcreteSectionTorsion s = new ConcreteSectionTorsion(shape);
phiT_th = s.GetThreshholdTorsion(N_u) / 1000.0; //Conversion from ACI psi units to ksi units
}
else
{
throw new Exception("Only rectangular cross-sections are currently supported for torsional calculations");
}
}
else
{
throw new Exception("Unrecognized shape type");
}
return(new Dictionary <string, object>
{
{ "T_th", phiT_th }
});
}
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 ConcreteSectionFlexure GetConcreteBeam(double Width, double Height, double fc, bool IsBottomReinforced,
params RebarInput[] rebarInput)
{
IConcreteSection Section = GetRectangularSection(Width, Height, fc);
List <RebarPoint> LongitudinalBars = new List <RebarPoint>();
if (IsBottomReinforced == true)
{
foreach (var bar in rebarInput)
{
Rebar thisBar = new Rebar(bar.Area, new MaterialAstmA615(A615Grade.Grade60));
RebarPoint point = new RebarPoint(thisBar, new RebarCoordinate()
{
X = 0, Y = -Height / 2.0 + bar.Cover
});
LongitudinalBars.Add(point);
}
}
else
{
foreach (var bar in rebarInput)
{
Rebar thisBar = new Rebar(bar.Area, new MaterialAstmA615(A615Grade.Grade60));
RebarPoint point = new RebarPoint(thisBar, new RebarCoordinate()
{
X = 0, Y = Height / 2.0 - bar.Cover
});
LongitudinalBars.Add(point);
}
}
ConcreteSectionFlexure beam = new ConcreteSectionFlexure(Section, LongitudinalBars, log, ConfinementReinforcementType.NoReinforcement);
return(beam);
}
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 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 ThreeLayerBeamFlexuralCapacityReturnsValue()
{
ConcreteSectionFlexure beam = GetConcreteBeam(12, 12, 4000, true, new RebarInput(1, 1), new RebarInput(1, 3), new RebarInput(1, 7));
IStrainCompatibilityAnalysisResult MResult = beam.GetNominalFlexuralCapacity(FlexuralCompressionFiberPosition.Top);
double phiMn = MResult.Moment;
Assert.AreEqual(1101327, Math.Round(phiMn, 0));
}
public ConcreteSectionCompression GetCompressionMemberFromFlexuralSection(ConcreteSectionFlexure flexuralSection,
CompressionMemberType CompressionMemberType)
{
CalcLog log = new CalcLog();
ConcreteSectionCompression compSection = new ConcreteSectionCompression(flexuralSection, CompressionMemberType, log);
return(compSection);
}
public void CrackedMomentOfInertiaReturnsValue()
{
ConcreteSectionFlexure beam = GetConcreteBeam(12, 22, 3000, true, new RebarInput(1.8, 2.5), new RebarInput(0.6, 19.5));
double Icr = beam.GetCrackedMomentOfInertia(FlexuralCompressionFiberPosition.Top);
double refValue = 3770.0;
double actualTolerance = EvaluateActualTolerance(Icr, refValue);
Assert.True(actualTolerance <= tolerance);
}
public void CrackingMomentReturnsValue()
{
ConcreteSectionFlexure beam = GetConcreteBeam(12, 22, 3000, true, new RebarInput(1.8, 2.5), new RebarInput(0.6, 19.5));
double Mcr = beam.GetCrackingMoment(FlexuralCompressionFiberPosition.Top) / 1000.00; //to get to kip*in
double refValue = 33.2 * 12;
double actualTolerance = EvaluateActualTolerance(Mcr, refValue);
Assert.True(actualTolerance <= tolerance);
}
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 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 void ShearWallFlexuralCapacityTopReturnsNominalValue()
{
ConcreteSectionFlexure beam = GetShearWall();
IStrainCompatibilityAnalysisResult MResult = beam.GetNominalFlexuralCapacity(FlexuralCompressionFiberPosition.Top);
double M_n = MResult.Moment;
double refValue = 7182.546387 * 1000.0 * 12.0;
double actualTolerance = EvaluateActualTolerance(M_n, refValue);
Assert.True(actualTolerance <= tolerance);
}
public void SimpleBeamFlexuralCapacityCompressionBottomReturnsNominalValue()
{
ConcreteSectionFlexure beam = GetConcreteBeam(12, 12, 4000, false, new RebarInput(1, 1));
IStrainCompatibilityAnalysisResult MResult = beam.GetNominalFlexuralCapacity(FlexuralCompressionFiberPosition.Bottom);
double M_n = MResult.Moment / 12000.0;
double refValue = 51.32;
double actualTolerance = EvaluateActualTolerance(M_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void SimpleBeamFlexuralCapacityTopReturnsNominalValue()
{
ConcreteSectionFlexure beam = GetConcreteBeam(12, 20, 4000, true, new RebarInput(4, 2.5));
IStrainCompatibilityAnalysisResult MResult = beam.GetNominalFlexuralCapacity(FlexuralCompressionFiberPosition.Top);
double M_n = MResult.Moment;
double refValue = 291000 * 12.0;
double actualTolerance = EvaluateActualTolerance(M_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void SimpleBeamFlexuralCapacityTopReturnsDesignValue()
{
ConcreteSectionFlexure beam = GetConcreteBeam(12, 20, 4000, true, new RebarInput(4, 2.5));
ConcreteFlexuralStrengthResult MResult = beam.GetDesignFlexuralStrength(FlexuralCompressionFiberPosition.Top);
double M_n = MResult.phiM_n / 1000 / 12.0;
double refValue = 253.0;
double actualTolerance = EvaluateActualTolerance(M_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void StrainDistributionReturnsValue()
{
ConcreteSectionFlexure beam = GetShearWall();
LinearStrainDistribution StrainDistribution = new LinearStrainDistribution(192, 0.003, -0.051272);
List <RebarPointResult> r = beam.CalculateRebarResults(StrainDistribution, FlexuralCompressionFiberPosition.Top);
SectionAnalysisResult TrialSectionResult = beam.GetSectionResult(StrainDistribution, FlexuralCompressionFiberPosition.Top);
double M_n = TrialSectionResult.Moment / 12000.0;
double refValue = 7182.546387;
double actualTolerance = EvaluateActualTolerance(M_n, refValue);
Assert.True(actualTolerance <= tolerance);
}
ConcreteSectionFlexure GetShearWall()
{
ConcreteSectionFlexure beam = GetConcreteBeam(24, 192, 4000, true,
new RebarInput(1.58, 3),
new RebarInput(1.58, 15),
new RebarInput(1.58, 27),
new RebarInput(1.58, 39),
new RebarInput(1.58, 51),
new RebarInput(1.58, 141),
new RebarInput(1.58, 153),
new RebarInput(1.58, 165),
new RebarInput(1.58, 177),
new RebarInput(1.58, 189)
);
return(beam);
}
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 ConcreteSectionFlexure GetConcreteBeam(double Width, double Height, double fc, params RebarInput[] rebarInput)
{
IConcreteSection Section = GetRectangularSection(Width, Height, fc);
List <RebarPoint> LongitudinalBars = new List <RebarPoint>();
foreach (var bar in rebarInput)
{
Rebar thisBar = new Rebar(bar.Area, new MaterialAstmA615(A615Grade.Grade60));
RebarPoint point = new RebarPoint(thisBar, new RebarCoordinate()
{
X = 0, Y = -Height / 2.0 + bar.Cover
});
LongitudinalBars.Add(point);
}
ConcreteSectionFlexure beam = new ConcreteSectionFlexure(Section, LongitudinalBars, log);
return(beam);
}
public static Dictionary <string, object> RequiredLongitudinalTorsionRebar(ConcreteFlexureAndAxiaSection ConcreteSection, double T_u, RebarMaterial RebarMaterial,
double c_transv_ctr, double theta = 45, string Code = "ACI318-14")
{
//Default values
double A_l = 0;
//Calculation logic:
TorsionShapeFactory tss = new TorsionShapeFactory();
ConcreteSectionFlexure sec = (ConcreteSectionFlexure)ConcreteSection.FlexuralSection;
IConcreteTorsionalShape shape = tss.GetShape(sec.Section.SliceableShape, ConcreteSection.ConcreteMaterial.Concrete, c_transv_ctr);
ConcreteSectionTorsion secT = new ConcreteSectionTorsion(shape);
double T_u_lb_in = T_u * 1000.0; //internally Kodestruct uses lb - in units for concrete
A_l = secT.GetRequiredTorsionLongitudinalReinforcementArea(T_u_lb_in, RebarMaterial.Material.YieldStress);
return(new Dictionary <string, object>
{
{ "A_l", A_l }
});
}
public ConcreteSectionCompression GetGeneralCompressionMember(List <Point2D> PolygonPoints, List <RebarPoint> LongitudinalBars,
IConcreteMaterial ConcreteMaterial, IRebarMaterial RebarMaterial,
ConfinementReinforcementType ConfinementReinforcement, double b_w = 0.0, double d = 0.0, bool IsPrestressed = false)
{
CalcLog log = new CalcLog();
var GenericShape = new PolygonShape(PolygonPoints);
if (b_w == 0.0)
{
b_w = GenericShape.XMax - GenericShape.XMin;
}
if (d == 0.0)
{
d = GenericShape.YMax - GenericShape.YMin;
}
CrossSectionGeneralShape Section = new CrossSectionGeneralShape(ConcreteMaterial, null, GenericShape, b_w, d);
ConcreteSectionFlexure flexuralSection = new ConcreteSectionFlexure(Section, LongitudinalBars, log, ConfinementReinforcement);
return(GetCompressionMemberFromFlexuralSection(flexuralSection, ConfinementReinforcement, IsPrestressed));
}
public static Dictionary <string, object> MaximumTorsionalAndShearStrengthInteraction(ConcreteFlexureAndAxiaSection ConcreteSection, double c_transv_ctr,
double V_u, double T_u, double V_c, double b, double d, bool IsPrestressed = false, string Code = "ACI318-14")
{
//Default values
double InteractionRatio = 0;
//Calculation logic:
TorsionShapeFactory tss = new TorsionShapeFactory();
ConcreteSectionFlexure sec = (ConcreteSectionFlexure)ConcreteSection.FlexuralSection;
IConcreteTorsionalShape shape = tss.GetShape(sec.Section.SliceableShape, ConcreteSection.ConcreteMaterial.Concrete, c_transv_ctr);
ConcreteSectionTorsion s = new ConcreteSectionTorsion(shape);
double V_u_lb = V_u * 1000.0; //internally Kodestruct uses lb - in units for concrete
double T_u_lb_in = T_u * 1000.0; //internally Kodestruct uses lb - in units for concrete
InteractionRatio = s.GetMaximumForceInteractionRatio(V_u_lb, T_u_lb_in, V_c, b, d);
return(new Dictionary <string, object>
{
{ "InteractionRatio", InteractionRatio }
});
}
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;
}
