public ConcreteFlexuralSectionBase(IConcreteSection Section, List <RebarPoint> LongitudinalBars, ICalcLog log,
ConfinementReinforcementType ConfinementReinforcementType = ConfinementReinforcementType.Ties, double ConvergenceToleranceStrain = 0.000002)
: base(Section, LongitudinalBars, log, false)
{
this.ConvergenceToleranceStrain = ConvergenceToleranceStrain;
this.ConfinementReinforcementType = ConfinementReinforcementType;
}
/// <summary>
/// Strength reduction factor per Table 21.2.2
/// </summary>
/// <param name="failureMode">Compression, tension-controlled or transitional</param>
/// <param name="ConfinementReinforcementType"></param>
/// <param name="epsilon_t">Actual calculated tensile strain</param>
/// <param name="epsilon_ty">Yield strain</param>
/// <returns></returns>
public double Get_phiFlexureAndAxial(FlexuralFailureModeClassification failureMode,
ConfinementReinforcementType ConfinementReinforcementType, double epsilon_t, double epsilon_ty)
{
epsilon_t = Math.Abs(epsilon_t);
switch (failureMode)
{
case FlexuralFailureModeClassification.CompressionControlled:
if (ConfinementReinforcementType == ACI.ConfinementReinforcementType.Spiral)
{
return 0.75;
}
else
{
return 0.65;
}
break;
case FlexuralFailureModeClassification.Transition:
if (ConfinementReinforcementType == ACI.ConfinementReinforcementType.Spiral)
{
return 0.75 + 0.15 * (epsilon_t - epsilon_ty) / (0.005 - epsilon_ty);
}
else
{
return 0.65 + 0.25 * (epsilon_t - epsilon_ty) / (0.005 - epsilon_ty);
}
break;
case FlexuralFailureModeClassification.TensionControlled:
return 0.9;
break;
default:
return 0.65;
break;
}
}
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);
}
/// <summary>
/// Concrete generic shape
/// </summary>
/// <param name="PolygonPoints">Points representing closed polyline describing the outline of concrete shape</param>
/// <param name="Concrete">Concrete material</param>
/// <param name="RebarPoints">Points representing vertical rebar. Rebar points have associated rebar material and location</param>
/// <param name="b_w">Section width (required for shear strength calculations)</param>
/// <param name="ConfinementReinforcementType"></param>
/// <param name="d">Distance from tension rebar centroid to the furthermost compressed point (required for shear strength calculations)</param>
/// <returns></returns>
public ConcreteSectionFlexure GetGeneralSection(List <Point2D> PolygonPoints,
IConcreteMaterial Concrete, List <RebarPoint> RebarPoints, double b_w, double d,
ConfinementReinforcementType ConfinementReinforcementType = ConfinementReinforcementType.NoReinforcement)
{
CalcLog log = new CalcLog();
var GenericShape = new PolygonShape(PolygonPoints);
CrossSectionGeneralShape Section = new CrossSectionGeneralShape(Concrete, null, GenericShape, b_w, d);
ConcreteSectionFlexure beam = new ConcreteSectionFlexure(Section, RebarPoints, log, ConfinementReinforcementType);
return(beam);
}
public ConcreteSectionCompression GetRectangularCompressionMember(double Width, double Height, double fc, List <RebarPoint> LongitudinalBars,
ConfinementReinforcementType ConfinementReinforcement, bool IsPrestressed = false)
{
CalcLog log = new CalcLog();
ConcreteMaterial mat = new ConcreteMaterial(fc, ConcreteTypeByWeight.Normalweight, log);
CrossSectionRectangularShape Section = new CrossSectionRectangularShape(mat, null, Width, Height);
CompressionMemberType CompressionMemberType = GetCompressionMemberType(ConfinementReinforcement, IsPrestressed);
ConcreteSectionCompression column = new ConcreteSectionCompression(Section, LongitudinalBars, CompressionMemberType, log);
return(column);
}
public ConcreteFlexuralStrengthResult GetDesignFlexuralStrength(FlexuralCompressionFiberPosition FlexuralCompressionFiberPosition,
ConfinementReinforcementType ConfinementReinforcementType)
{
IStrainCompatibilityAnalysisResult nominalResult = this.GetNominalFlexuralCapacity(FlexuralCompressionFiberPosition);
ConcreteFlexuralStrengthResult result = new ConcreteFlexuralStrengthResult(nominalResult, FlexuralCompressionFiberPosition, this.Section.Material.beta1);
StrengthReductionFactorFactory f = new StrengthReductionFactorFactory();
FlexuralFailureModeClassification failureMode = f.GetFlexuralFailureMode(result.epsilon_t, result.epsilon_ty);
double phi = f.Get_phiFlexureAndAxial(failureMode, ConfinementReinforcementType, result.epsilon_t, result.epsilon_ty);
double phiM_n = phi * nominalResult.Moment;
result.phiM_n = phiM_n; result.FlexuralFailureModeClassification = failureMode;
return(result);
}
public ConcreteFlexuralStrengthResult GetDesignFlexuralStrength(FlexuralCompressionFiberPosition FlexuralCompressionFiberPosition,
ConfinementReinforcementType ConfinementReinforcementType)
{
IStrainCompatibilityAnalysisResult nominalResult = this.GetNominalFlexuralCapacity(FlexuralCompressionFiberPosition);
ConcreteFlexuralStrengthResult result = new ConcreteFlexuralStrengthResult(nominalResult, FlexuralCompressionFiberPosition, this.Section.Material.beta1);
StrengthReductionFactorFactory f = new StrengthReductionFactorFactory();
FlexuralFailureModeClassification failureMode = f.GetFlexuralFailureMode(result.epsilon_t, result.epsilon_ty);
double phi = f.Get_phiFlexureAndAxial(failureMode, ConfinementReinforcementType, result.epsilon_t, result.epsilon_ty);
double phiM_n = phi * nominalResult.Moment;
result.phiM_n = phiM_n; result.FlexuralFailureModeClassification = failureMode;
return result;
}
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);
}
}
}
internal ShearWallSection(double h_total, double t_w,
string RebarSizeId, double N_curtains, double s, double c_edge,
BoundaryZone BoundaryZoneTop, BoundaryZone BoundaryZoneBottom,
ConcreteMaterial ConcreteMaterial, RebarMaterial LongitudinalRebarMaterial)
{
ConfinementReinforcementType ConfinementReinforcementType = KodestructAci.ConfinementReinforcementType.Ties;
base.ConcreteMaterial = ConcreteMaterial;
CrossSectionIShape shape = GetIShape(ConcreteMaterial.Concrete, h_total, t_w, BoundaryZoneTop, BoundaryZoneBottom);
List <KodestructAci.RebarPoint> LongitudinalBars = GetLongitudinalBars(shape.SliceableShape as ISectionI, h_total, t_w, RebarSizeId, N_curtains, s, c_edge,
BoundaryZoneTop, BoundaryZoneBottom, LongitudinalRebarMaterial);
KodestructAci.IConcreteFlexuralMember fs = new KodestructAci14.ConcreteSectionFlexure(shape, LongitudinalBars, new CalcLog(), ConfinementReinforcementType);
this.FlexuralSection = fs;
}
/// <summary>
/// Strength reduction factor per Table 21.2.2
/// </summary>
/// <param name="failureMode">Compression, tension-controlled or transitional</param>
/// <param name="ConfinementReinforcementType"></param>
/// <param name="epsilon_t">Actual calculated tensile strain</param>
/// <param name="epsilon_ty">Yield strain</param>
/// <returns></returns>
public double Get_phiFlexureAndAxial(FlexuralFailureModeClassification failureMode,
ConfinementReinforcementType ConfinementReinforcementType, double epsilon_t, double epsilon_ty)
{
if (epsilon_t >= 0)
{
return(0.65);
}
else
{
epsilon_t = Math.Abs(epsilon_t);
switch (failureMode)
{
case FlexuralFailureModeClassification.CompressionControlled:
if (ConfinementReinforcementType == ACI.ConfinementReinforcementType.Spiral)
{
return(0.75);
}
else
{
return(0.65);
}
break;
case FlexuralFailureModeClassification.Transition:
if (ConfinementReinforcementType == ACI.ConfinementReinforcementType.Spiral)
{
return(0.75 + 0.15 * (epsilon_t - epsilon_ty) / (0.005 - epsilon_ty));
}
else
{
return(0.65 + 0.25 * (epsilon_t - epsilon_ty) / (0.005 - epsilon_ty));
}
break;
case FlexuralFailureModeClassification.TensionControlled:
return(0.9);
break;
default:
return(0.65);
break;
}
}
}
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));
}
private CompressionMemberType GetCompressionMemberType(ConfinementReinforcementType ConfinementReinforcement, bool IsPrestressed)
{
CompressionMemberType CompressionMemberType = Concrete.ACI318_14.CompressionMemberType.NonPrestressedWithTies;
switch (ConfinementReinforcement)
{
case ConfinementReinforcementType.Spiral:
CompressionMemberType = IsPrestressed == false ? CompressionMemberType.NonPrestressedWithSpirals : Concrete.ACI318_14.CompressionMemberType.PrestressedWithSpirals;
break;
case ConfinementReinforcementType.Ties:
CompressionMemberType = IsPrestressed == false ? CompressionMemberType.NonPrestressedWithTies : Concrete.ACI318_14.CompressionMemberType.PrestressedWithTies;
break;
default:
CompressionMemberType = IsPrestressed == false ? CompressionMemberType.NonPrestressedWithTies : Concrete.ACI318_14.CompressionMemberType.PrestressedWithTies;
break;
}
return(CompressionMemberType);
}
public ConcreteCompressionStrengthResult GetDesignMomentWithCompressionStrength( double P_u,
FlexuralCompressionFiberPosition FlexuralCompressionFiberPosition,
ConfinementReinforcementType ConfinementReinforcementType)
{
double P_o = GetMaximumForce();
StrengthReductionFactorFactory ff = new StrengthReductionFactorFactory();
double phiAxial = ff.Get_phiFlexureAndAxial(FlexuralFailureModeClassification.CompressionControlled, ConfinementReinforcementType, 0, 0);
double phiP_n = phiAxial * P_o;
if (P_u > phiP_n)
{
throw new Exception("Axial forces exceeds maximum axial force.");
}
IStrainCompatibilityAnalysisResult nominalResult = this.GetNominalMomentResult(P_u,FlexuralCompressionFiberPosition);
ConcreteCompressionStrengthResult result = new ConcreteCompressionStrengthResult(nominalResult, FlexuralCompressionFiberPosition, this.Section.Material.beta1);
StrengthReductionFactorFactory f = new StrengthReductionFactorFactory();
FlexuralFailureModeClassification failureMode = f.GetFlexuralFailureMode(result.epsilon_t, result.epsilon_ty);
double phi = f.Get_phiFlexureAndAxial(failureMode, ConfinementReinforcementType, result.epsilon_t, result.epsilon_ty);
double phiM_n = phi * nominalResult.Moment;
result.phiM_n = phiM_n; result.FlexuralFailureModeClassification = failureMode;
return result;
}
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);
}
}
}
public ConcreteSectionCompression(IConcreteSectionWithLongitudinalRebar Section,
ConfinementReinforcementType ConfinementReinforcementType,
ICalcLog log, bool IsPrestressed = false)
: base(Section.Section, Section.LongitudinalBars, log)
{
this.ConfinementReinforcementType = ConfinementReinforcementType;
switch (ConfinementReinforcementType)
{
case ConfinementReinforcementType.Spiral:
this.CompressionMemberType = IsPrestressed == false ? CompressionMemberType.NonPrestressedWithSpirals : CompressionMemberType.PrestressedWithSpirals;
break;
case ConfinementReinforcementType.Ties:
this.CompressionMemberType = IsPrestressed == false ? CompressionMemberType.NonPrestressedWithTies : CompressionMemberType.PrestressedWithTies;
break;
case ConfinementReinforcementType.NoReinforcement:
throw new Exception("Invalid type of ConfinementReinforcementType variable. Specify either ties or spirals. Alternatively use nodes for plain concrete design");
break;
this.CompressionMemberType = IsPrestressed == false ? CompressionMemberType.NonPrestressedWithTies : CompressionMemberType.PrestressedWithTies;
break;
}
}
/// <summary>
/// Creates compression member from top/bottom and side reinforcement
/// </summary>
/// <param name="Width">Width</param>
/// <param name="Height">Heigth</param>
/// <param name="ConcreteMaterial">Concrete material (as IConcreteMaterial)</param>
/// <param name="RebarMaterial"> Rebar material (as IRebarMaterial) </param>
/// <param name="A_s_TopBottom">Area of left or right reinforcement (each)</param>
/// <param name="A_s_LeftRight">Area of top or bottom reinforcement (each)</param>
/// <param name="c_centerTopBottom">Cover to rebar centroid for top and bottom reinforcement</param>
/// <param name="c_centerLeftRight">Cover to rebar centroid for left and right side reinforcement</param>
/// <param name="ConfinementReinforcement">Distiguishes between ties and spirals</param>
/// <param name="IsPrestressed">Distinguishes between prestressed versus non-prestressed members</param>
/// <returns></returns>
public ConcreteSectionCompression GetRectangularCompressionMember(double Width, double Height,
IConcreteMaterial ConcreteMaterial, IRebarMaterial RebarMaterial,
double A_s_TopBottom, double A_s_LeftRight,
double c_centerTopBottom, double c_centerLeftRight,
ConfinementReinforcementType ConfinementReinforcement, bool IsPrestressed = false)
{
CalcLog log = new CalcLog();
RebarLine topLine = new RebarLine(A_s_TopBottom,
new Point2D(-Width / 2.0 + c_centerLeftRight, Height / 2.0 - c_centerTopBottom),
new Point2D(Width / 2.0 - c_centerLeftRight, Height / 2.0 - c_centerTopBottom),
RebarMaterial, false);
RebarLine botLine = new RebarLine(A_s_TopBottom,
new Point2D(-Width / 2.0 + c_centerLeftRight, -Height / 2.0 + c_centerTopBottom),
new Point2D(Width / 2.0 - c_centerLeftRight, -Height / 2.0 + c_centerTopBottom),
RebarMaterial, false);
RebarLine leftLine = new RebarLine(A_s_LeftRight,
new Point2D(-Width / 2.0 + c_centerLeftRight, -Height / 2.0 + c_centerTopBottom),
new Point2D(-Width / 2.0 + c_centerLeftRight, Height / 2.0 - c_centerTopBottom),
RebarMaterial, true);
RebarLine rightLine = new RebarLine(A_s_LeftRight,
new Point2D(Width / 2.0 - c_centerLeftRight, -Height / 2.0 + c_centerTopBottom),
new Point2D(Width / 2.0 - c_centerLeftRight, Height / 2.0 - c_centerTopBottom),
RebarMaterial, true);
List <RebarPoint> LongitudinalBars = new List <RebarPoint>();
LongitudinalBars.AddRange(topLine.RebarPoints);
LongitudinalBars.AddRange(botLine.RebarPoints);
LongitudinalBars.AddRange(leftLine.RebarPoints);
LongitudinalBars.AddRange(rightLine.RebarPoints);
return(this.GetRectangularCompressionMember(Width, Height, ConcreteMaterial, LongitudinalBars, ConfinementReinforcement, log, IsPrestressed));
}
/// <summary>
/// Constructor used for flexure and axial load analysis.
/// </summary>
public ConcreteSectionFlexure(IConcreteSection Section,
List <RebarPoint> LongitudinalBars, ICalcLog log, ConfinementReinforcementType ConfinementReinforcementType)
: base(Section, LongitudinalBars, log, ConfinementReinforcementType)
{
}
public ReinforcedConcreteBeamNonprestressed(IConcreteSection Section, ConfinementReinforcementType ConfinementReinforcementType, ICalcLog log)
{
this.ConcreteSection = Section;
this.Log = log;
this.ConfinementReinforcementType = ConfinementReinforcementType;
}
// public ConcreteSectionFlexure GetRectangularSectionWithBoundaryZones(double b, double h,
//double A_sBoundary, double L_Boundary, RebarDesignation curtainBar, double s_curtain, int N_curtains, IConcreteMaterial mat, IRebarMaterial rebarMaterial,
// ConfinementReinforcementType ConfinementReinforcementType, int NumberOfSubdivisions = 20)
// {
// double YTop = h / 2.0 - c_centTopBottom;
// double YBottom = -h / 2.0 + c_centTopBottom;
// double XLeft = -b / 2.0 + c_centLeftRight;
// double XRight = b / 2.0 - c_centLeftRight;
// Point2D P1 = new Point2D(XLeft, YTop);
// Point2D P2 = new Point2D(XRight, YTop);
// Point2D P3 = new Point2D(XRight, YBottom);
// Point2D P4 = new Point2D(XLeft, YBottom);
// RebarLine topLine = null;
// RebarLine bottomLine = null;
// RebarLine leftLine = null;
// RebarLine rightLine = null;
// if (NumberOfSubdivisions == 0)
// {
// topLine = new RebarLine(A_sTopBottom, P1, P2, rebarMaterial, false);
// bottomLine = new RebarLine(A_sTopBottom, P3, P4, rebarMaterial, false);
// if (A_sLeftRight > 0)
// {
// leftLine = new RebarLine(A_sLeftRight, P2, P3, rebarMaterial, true);
// rightLine = new RebarLine(A_sLeftRight, P4, P1, rebarMaterial, true);
// }
// }
// else
// {
// topLine = new RebarLine(A_sTopBottom, P1, P2, rebarMaterial, false, false, NumberOfSubdivisions);
// bottomLine = new RebarLine(A_sTopBottom, P3, P4, rebarMaterial, false, false, NumberOfSubdivisions);
// if (A_sLeftRight > 0)
// {
// leftLine = new RebarLine(A_sLeftRight, P2, P3, rebarMaterial, true, false, NumberOfSubdivisions);
// rightLine = new RebarLine(A_sLeftRight, P4, P1, rebarMaterial, true, false, NumberOfSubdivisions);
// }
// }
// List<RebarPoint> LongitudinalBars = new List<RebarPoint>();
// if (topLine != null) LongitudinalBars.AddRange(topLine.RebarPoints);
// if (bottomLine != null) LongitudinalBars.AddRange(bottomLine.RebarPoints);
// if (leftLine != null) LongitudinalBars.AddRange(leftLine.RebarPoints);
// if (rightLine != null) LongitudinalBars.AddRange(rightLine.RebarPoints);
// CrossSectionRectangularShape section = new CrossSectionRectangularShape(mat, null, b, h);
// CalcLog log = new CalcLog();
// ConcreteSectionFlexure sectionFlexure = new ConcreteSectionFlexure(section, LongitudinalBars, log, ConfinementReinforcementType);
// return sectionFlexure;
// }
public ConcreteSectionFlexure GetRectangularSectionFourSidesDistributed(double b, double h,
double A_sTopBottom, double A_sLeftRight, double c_centTopBottom, double c_centLeftRight, IConcreteMaterial mat, IRebarMaterial rebarMaterial,
ConfinementReinforcementType ConfinementReinforcementType, int NumberOfSubdivisions = 0)
{
double YTop = h / 2.0 - c_centTopBottom;
double YBottom = -h / 2.0 + c_centTopBottom;
double XLeft = -b / 2.0 + c_centLeftRight;
double XRight = b / 2.0 - c_centLeftRight;
Point2D P1 = new Point2D(XLeft, YTop);
Point2D P2 = new Point2D(XRight, YTop);
Point2D P3 = new Point2D(XRight, YBottom);
Point2D P4 = new Point2D(XLeft, YBottom);
RebarLine topLine = null;
RebarLine bottomLine = null;
RebarLine leftLine = null;
RebarLine rightLine = null;
if (NumberOfSubdivisions == 0)
{
topLine = new RebarLine(A_sTopBottom, P1, P2, rebarMaterial, false);
bottomLine = new RebarLine(A_sTopBottom, P3, P4, rebarMaterial, false);
if (A_sLeftRight > 0)
{
leftLine = new RebarLine(A_sLeftRight, P2, P3, rebarMaterial, true);
rightLine = new RebarLine(A_sLeftRight, P4, P1, rebarMaterial, true);
}
}
else
{
topLine = new RebarLine(A_sTopBottom, P1, P2, rebarMaterial, false, false, NumberOfSubdivisions);
bottomLine = new RebarLine(A_sTopBottom, P3, P4, rebarMaterial, false, false, NumberOfSubdivisions);
if (A_sLeftRight > 0)
{
leftLine = new RebarLine(A_sLeftRight, P2, P3, rebarMaterial, true, false, NumberOfSubdivisions);
rightLine = new RebarLine(A_sLeftRight, P4, P1, rebarMaterial, true, false, NumberOfSubdivisions);
}
}
List <RebarPoint> LongitudinalBars = new List <RebarPoint>();
if (topLine != null)
{
LongitudinalBars.AddRange(topLine.RebarPoints);
}
if (bottomLine != null)
{
LongitudinalBars.AddRange(bottomLine.RebarPoints);
}
if (leftLine != null)
{
LongitudinalBars.AddRange(leftLine.RebarPoints);
}
if (rightLine != null)
{
LongitudinalBars.AddRange(rightLine.RebarPoints);
}
CrossSectionRectangularShape section = new CrossSectionRectangularShape(mat, null, b, h);
CalcLog log = new CalcLog();
ConcreteSectionFlexure sectionFlexure = new ConcreteSectionFlexure(section, LongitudinalBars, log, ConfinementReinforcementType);
return(sectionFlexure);
}
public ConcreteFlexuralStrengthResult GetFlexuralDesignStrength(List <RebarPoint> LongitudinalBars, FlexuralCompressionFiberPosition CompressionFiber, ConfinementReinforcementType ConfinementReinforcementType)
{
ConcreteSectionFlexure s = new ConcreteSectionFlexure(this.ConcreteSection, LongitudinalBars, Log, ConfinementReinforcementType);
return(s.GetDesignFlexuralStrength(CompressionFiber));
}
public PrestressedConcreteSection(IPrestressedConcreteSection Section, List <RebarPoint> LongitudinalBars,
CrossSectionLocationType LocationType, MemberClass MemberClass, ICalcLog log, ConfinementReinforcementType ConfinementReinforcementType)
: base(Section, LongitudinalBars, log, ConfinementReinforcementType)
{
this.crossSectionLocationType = LocationType;
this.memberClass = MemberClass;
this.prestressedSection = Section;
}
public ConcreteSectionFlexure GetNonPrestressedDoublyReinforcedRectangularSection(double b, double h,
double A_s1, double A_s2, double c_cntr1, double c_cntr2,
double A_s_prime1, double A_s_prime2, double c_cntr_prime1, double c_cntr_prime2,
ConcreteMaterial concrete, IRebarMaterial rebar, ConfinementReinforcementType ConfinementReinforcementType)
{
CrossSectionRectangularShape Section = new CrossSectionRectangularShape(concrete, null, b, h);
List <RebarPoint> LongitudinalBars = new List <RebarPoint>();
Rebar bottom1 = new Rebar(A_s1, rebar);
RebarPoint pointBottom1 = new RebarPoint(bottom1, new RebarCoordinate()
{
X = 0, Y = -h / 2.0 + c_cntr1
});
LongitudinalBars.Add(pointBottom1);
if (A_s2 != 0)
{
Rebar bottom2 = new Rebar(A_s2, rebar);
RebarPoint pointBottom2 = new RebarPoint(bottom2, new RebarCoordinate()
{
X = 0, Y = -h / 2.0 + c_cntr2
});
LongitudinalBars.Add(pointBottom2);
}
if (A_s_prime1 != 0)
{
Rebar top1 = new Rebar(A_s_prime1, rebar);
RebarPoint pointTop1 = new RebarPoint(top1, new RebarCoordinate()
{
X = 0, Y = h / 2.0 - c_cntr_prime1
});
LongitudinalBars.Add(pointTop1);
}
if (A_s_prime2 != 0)
{
Rebar top2 = new Rebar(A_s_prime2, rebar);
RebarPoint pointTop2 = new RebarPoint(top2, new RebarCoordinate()
{
X = 0, Y = h / 2.0 - c_cntr_prime2
});
LongitudinalBars.Add(pointTop2);
}
CalcLog log = new CalcLog();
ConcreteSectionFlexure beam = new ConcreteSectionFlexure(Section, LongitudinalBars, log, ConfinementReinforcementType);
return(beam);
}
public ConcreteSectionFlexure GetNonPrestressedDoublyReinforcedRectangularSection(double b, double h,
double A_s1, double A_s2, double c_cntr1, double c_cntr2,
ConcreteMaterial concreteMaterial, IRebarMaterial rebarMaterial, ConfinementReinforcementType ConfinementReinforcementType)
{
return(GetNonPrestressedDoublyReinforcedRectangularSection(b, h, A_s1, A_s2, c_cntr1, c_cntr2, 0, 0, 0, 0, concreteMaterial, rebarMaterial, ConfinementReinforcementType));
}
public PrestressedBeamSectionBase(IConcreteSection Section,
List <RebarPoint> LongitudinalBars, ICalcLog log, ConfinementReinforcementType ConfinementReinforcementType)
: base(Section, LongitudinalBars, log, ConfinementReinforcementType)
{
}
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 ConcreteFlexuralStrengthResult GetFlexuralDesignStrength(List<RebarPoint> LongitudinalBars, FlexuralCompressionFiberPosition CompressionFiber, ConfinementReinforcementType ConfinementReinforcementType)
{
ConcreteSectionFlexure s = new ConcreteSectionFlexure(this.ConcreteSection, LongitudinalBars, Log);
return s.GetDesignFlexuralStrength(CompressionFiber, ConfinementReinforcementType);
}
public ConcreteCompressionStrengthResult GetDesignMomentWithCompressionStrength(double P_u,
FlexuralCompressionFiberPosition FlexuralCompressionFiberPosition,
ConfinementReinforcementType ConfinementReinforcementType)
{
double P_o = GetMaximumForce();
StrengthReductionFactorFactory ff = new StrengthReductionFactorFactory();
double phiAxial = ff.Get_phiFlexureAndAxial(FlexuralFailureModeClassification.CompressionControlled, ConfinementReinforcementType, 0, 0);
double phiP_n = phiAxial * P_o;
if (P_u > phiP_n)
{
throw new Exception("Axial forces exceeds maximum axial force.");
}
IStrainCompatibilityAnalysisResult nominalResult = this.GetNominalMomentResult(P_u, FlexuralCompressionFiberPosition);
ConcreteCompressionStrengthResult result = new ConcreteCompressionStrengthResult(nominalResult, FlexuralCompressionFiberPosition, this.Section.Material.beta1);
StrengthReductionFactorFactory f = new StrengthReductionFactorFactory();
FlexuralFailureModeClassification failureMode = f.GetFlexuralFailureMode(result.epsilon_t, result.epsilon_ty);
double phi = f.Get_phiFlexureAndAxial(failureMode, ConfinementReinforcementType, result.epsilon_t, result.epsilon_ty);
double phiM_n = phi * nominalResult.Moment;
result.phiM_n = phiM_n; result.FlexuralFailureModeClassification = failureMode;
return(result);
}
