public ConcreteSectionCompression(ConcreteSectionFlexure FlexuralSection, CompressionMemberType CompressionMemberType, ICalcLog log)
: base(FlexuralSection.Section, FlexuralSection.LongitudinalBars, log)
{
this.CompressionMemberType = CompressionMemberType;
switch (CompressionMemberType)
{
case CompressionMemberType.NonPrestressedWithTies:
ConfinementReinforcementType = ACI.ConfinementReinforcementType.Ties;
break;
case CompressionMemberType.NonPrestressedWithSpirals:
ConfinementReinforcementType = ConfinementReinforcementType.Spiral;
break;
case CompressionMemberType.PrestressedWithTies:
ConfinementReinforcementType = ConfinementReinforcementType.Ties;
break;
case CompressionMemberType.PrestressedWithSpirals:
ConfinementReinforcementType = ConfinementReinforcementType.Spiral;
break;
default:
ConfinementReinforcementType = ACI.ConfinementReinforcementType.Ties;
break;
}
}
internal RectangularSectionSinglyReinforced(double b, double h, double A_s, double c_cntr,
ConcreteMaterial ConcreteMaterial, RebarMaterial LongitudinalRebarMaterial, bool hasTies = false)
{
KodestructAci.ConfinementReinforcementType ConfinementReinforcementType;
if (hasTies == true)
{
ConfinementReinforcementType = KodestructAci.ConfinementReinforcementType.Ties;
}
else
{
ConfinementReinforcementType = KodestructAci.ConfinementReinforcementType.NoReinforcement;
}
CrossSectionRectangularShape shape = new CrossSectionRectangularShape(ConcreteMaterial.Concrete, null, b, h);
base.ConcreteMaterial = ConcreteMaterial; //duplicate save of concrete material into base Dynamo class
List <KodestructAci.RebarPoint> LongitudinalBars = new List <KodestructAci.RebarPoint>();
KodestructAci.Rebar thisBar = new KodestructAci.Rebar(A_s, LongitudinalRebarMaterial.Material);
KodestructAci.RebarPoint point = new KodestructAci.RebarPoint(thisBar, new KodestructAci.RebarCoordinate()
{
X = 0, Y = -h / 2.0 + c_cntr
});
LongitudinalBars.Add(point);
KodestructAci.IConcreteFlexuralMember fs = new KodestructAci14.ConcreteSectionFlexure(shape, LongitudinalBars, new CalcLog(), ConfinementReinforcementType);
this.FlexuralSection = fs;
}
/// <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 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 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;
}
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 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));
}
