public List <IMoveableSection> GetTransformedRebarShapes(double YMax, double YMin)
{
List <IMoveableSection> barSections = new List <IMoveableSection>();
double E_c = this.Section.Material.ModulusOfElasticity;
double E_s = 29000000.0; //Steel modulus of elasticity
double n = E_s / E_c;
List <RebarPoint> filteredBars = LongitudinalBars.Where
(
b =>
b.Coordinate.Y >= YMin && b.Coordinate.Y <= YMax
).ToList();
foreach (RebarPoint rbrPnt in filteredBars)
{
double A_bar = rbrPnt.Rebar.Area * n;
double d_bar = rbrPnt.Rebar.Diameter;
if (d_bar == 0)
{
d_bar = (YMax - YMin) / 100.0;
}
Point2D thisCentroid = new Point2D(rbrPnt.Coordinate.X, rbrPnt.Coordinate.Y);
SectionRectangular rect = new SectionRectangular(null, A_bar / d_bar, d_bar, thisCentroid);
//rect.Centroid = new Point2D(rbrPnt.Coordinate.X, rbrPnt.Coordinate.Y);
barSections.Add(rect);
}
return(barSections);
}
public AffectedElementInCompression(double F_y, double b, double t)
{
SteelMaterial material = new SteelMaterial(F_y, double.PositiveInfinity, SteelConstants.ModulusOfElasticity, SteelConstants.ShearModulus);
SectionRectangular section = new SectionRectangular(b, t);
Section = new SteelPlateSection(section, material);
}
public void SectionRectangleReturnsCentroid()
{
SectionRectangular sr = new SectionRectangular(3, 2);
sr.Centroid = new Mathematics.Point2D(0, 3);
Assert.AreEqual(3, sr.GetElasticCentroidCoordinate().Y);
}
protected double GetFcrGeneral()
{
SectionRectangular r = new SectionRectangular(t_w, h_o);
SteelMaterial mat = new SteelMaterial(Material.YieldStress);
CalcLog log = new CalcLog();
AffectedElementInFlexure flexuralElement = new AffectedElementInFlexure(r, mat, log);
return(flexuralElement.GetPlateBucklingCriticalStress(c));
#region Obsolete
//double lambda = GetLambda();
//double F_y = Material.YieldStress;
//double Q;
//if (lambda<=0.7)
//{
// Q = 1.0;
//}
//else if (lambda<=1.41)
//{
// Q = (1.34 - 0.468 * lambda);
//}
//else
//{
// Q = ((1.3) / (Math.Pow(lambda, 2)));
//}
//double F_cr = F_y * Q;
//return F_cr;
#endregion
}
/// <summary>
///
/// </summary>
/// <param name="RectangularShape">Rectangular shape</param>
/// <param name="c_transv_ins">Cover to inside face of transverse reinforcement</param>
public TorsionSectionRectangularNonPrestressed(SectionRectangular RectangularShape,
IConcreteMaterial Material, double c_transv_ins)
{
this.RectangularShape = RectangularShape;
this.c_transv_ins = c_transv_ins;
this.IsPrestressed = IsPrestressed;
this.Material = Material;
}
public AffectedElementInFlexure(SectionRectangular Section, ISteelMaterial Material, ICalcLog CalcLog, bool IsRolled = false)
: base(Section, Material, CalcLog)
{
this.HasHolesInTensionFlange = false;
this.A_fg = 0;
this.A_fn = 0;
this.IsRolled = IsRolled;
}
protected double GetFcrGeneral()
{
SectionRectangular r = new SectionRectangular(t_w, h_o);
SteelMaterial mat = new SteelMaterial(Material.YieldStress);
CalcLog log = new CalcLog();
throw new NotImplementedException();
}
public void SectionRectangleReturnsPlasticMomentOfArea()
{
SectionRectangular sr = new SectionRectangular(0.5, 8);
double Z = sr.Z_x;
double refVal = 8.0;
double actualTolerance = EvaluateActualTolerance(Z, refVal);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void SectionRectangleReturnsFirstMomentOfArea()
{
SectionRectangular sr = new SectionRectangular(3, 4);
double Q = sr.GetFirstMomentOfAreaX(1);
double refVal = 1.0 * 3.0 * 1.5;
double actualTolerance = EvaluateActualTolerance(Q, refVal);
Assert.LessOrEqual(actualTolerance, tolerance);
}
private void CreateBeam()
{
FlexuralMemberFactory factory = new FlexuralMemberFactory();
ISection section = new SectionRectangular(0.5, 30.0);
SteelMaterial mat = new SteelMaterial(36.0, 29000);
beam = factory.GetBeam(section, mat, null, MomentAxis.XAxis, FlexuralCompressionFiberPosition.Top);
}
public double GetExtendedSinglePlateFlexuralBucklingStrength(double F_y, double t_pl, double d_pl, double L_pl)
{
SectionRectangular r = new SectionRectangular(t_pl, d_pl);
SteelMaterial mat = new SteelMaterial(F_y);
CalcLog log = new CalcLog();
AffectedElementInFlexure flexuralElement = new AffectedElementInFlexure(r, mat, log);
return(flexuralElement.GetPlateFlexuralBucklingStrength(L_pl));
}
public void ConnectedPlateReturnsFlexuralStrength()
{
ICalcLog log = new CalcLog();
SectionRectangular Section = new SectionRectangular(0.5, 8);
ISteelMaterial Material = new SteelMaterial(50);
AffectedElementInFlexure element = new AffectedElementInFlexure(Section, Material, log);
double phiM_n = element.GetFlexuralStrength();
Assert.AreEqual(360.0, phiM_n);
}
public void ConnectedPlateReturnsFlexuralStrength()
{
ICalcLog log = new CalcLog();
SectionRectangular Section = new SectionRectangular(0.5, 8);
SectionOfPlateWithHoles NetSection = new SectionOfPlateWithHoles("", 0.5, 8, 2, 0.01, 2, 2, new Common.Mathematics.Point2D(0, 0));
AffectedElementInFlexure element = new AffectedElementInFlexure(Section, NetSection, 50, 65.0);
double phiM_n = element.GetFlexuralStrength(0);
Assert.True(360.0 == phiM_n);
}
public double GetPlateFlexuralBucklingStrength(double L_plate)
{
SectionRectangular r = Section.Shape as SectionRectangular;
if (r == null)
{
throw new Exception("Plate buckling stress not calculated. Need SectionRectangular as Section property ");
}
double S = Math.Min(r.S_xBot, r.S_xTop);
double F_cr = GetPlateBucklingCriticalStress(L_plate);
return(0.9 * S * F_cr);
}
public double GetFlexuralStrength()
{
double phiM_n = 0.0;
CalcLog log = new CalcLog();
ISection section = Section.Shape;
if (section is SectionRectangular || section is SectionOfPlateWithHoles || section is SectionI)
{
if (section is SectionOfPlateWithHoles)
{
SectionOfPlateWithHoles plateWithHoles = section as SectionOfPlateWithHoles;
double S_g = plateWithHoles.B * Math.Pow(plateWithHoles.H, 2);
double Z_net = plateWithHoles.Z_x;
double Y = 0.9 * this.Section.Material.YieldStress * S_g; //Flexural Yielding
double R = 0.75 * this.Section.Material.UltimateStress * Z_net;
phiM_n = Math.Min(Y, R);
}
else if (section is ISectionI)
{
ISectionI IShape = section as ISectionI;
double R = GetTensionFlangeRuptureStrength(IShape);
if (IsCompactDoublySymmetricForFlexure == false)
{
throw new Exception("Noncompact and singly symmetric I-shapes are not supported for connection checks.");
}
else
{
BeamIDoublySymmetricCompact IBeam = new BeamIDoublySymmetricCompact(Section, this.IsRolled, Log);
double Y = 0.9 * IBeam.GetMajorNominalPlasticMoment();
phiM_n = Math.Min(Y, R);
}
}
else //Rectangle
{
SectionRectangular plate = section as SectionRectangular;
if (plate != null)
{
double Z = plate.Z_x;
double Y = 0.9 * this.Section.Material.YieldStress * Z;
phiM_n = Y;
}
}
}
else
{
throw new Exception("Wrong section type. Only SectionRectangular, SectionOfPlateWithHoles and SectionI are supported.");
}
return(phiM_n);
}
public IConcreteTorsionalShape GetShape(ISection Shape, IConcreteMaterial Material, double c_transv_ctr)
{
if (Shape is ISectionRectangular)
{
SectionRectangular RectangularShape = Shape as SectionRectangular;
return(new TorsionSectionRectangularNonPrestressed(RectangularShape, Material, c_transv_ctr));
}
else if (Shape is TorsionSectionGeneric)
{
return(Shape as TorsionSectionGeneric);
}
else
{
throw new Exception("Shape type not supported for torsional analysis.");
}
}
public void ExtendedPlateBucklingFlexuralStrength()
{
double phiR_n;
double h_o = 9.0;
double t_w = 0.5;
SectionRectangular r = new SectionRectangular(t_w, h_o);
SteelMaterial mat = new SteelMaterial(36);
CalcLog log = new CalcLog();
AffectedElementInFlexure flexuralElement = new AffectedElementInFlexure(r, mat, log);
double lambda = flexuralElement.GetLambda(10);
double refValue = 0.408;
double actualTolerance = EvaluateActualTolerance(lambda, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public double GetLambda(double L_plate)
{
SectionRectangular r = Section.Shape as SectionRectangular;
if (r == null)
{
throw new Exception("Plate buckling stress not calculated. Need SectionRectangular as Section property ");
}
double h_o = r.H;
double t_w = r.B;
double F_y = this.Section.Material.YieldStress;
double lamda = ((h_o * Math.Sqrt(F_y)) / (10 * t_w * Math.Sqrt(475 + 280 * Math.Pow((((h_o) / (L_plate))), 2))));
return(lamda);
}
public void RectangleShapeReturnsYieldStrength()
{
FlexuralMemberFactory factory = new FlexuralMemberFactory();
SectionRectangular r = new SectionRectangular(0.5, 12.0);
SteelMaterial mat = new SteelMaterial(50.0, 29000);
ISteelBeamFlexure beam12 = factory.GetBeam(r, mat, null, MomentAxis.XAxis, FlexuralCompressionFiberPosition.Top);
SteelLimitStateValue Y =
beam12.GetFlexuralYieldingStrength(FlexuralCompressionFiberPosition.Top);
double phiM_n = Y.Value;
double refValue = 67.5;
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void HssRhsConcentratedForceLongitudinalPlateReturnsValue()
{
SectionTube ch = new SectionTube(null, 8, 8, 0.25, 0.93 * 0.25, 1.5 * 0.25);
SteelMaterial matE = new SteelMaterial(46.0, 65, SteelConstants.ModulusOfElasticity, SteelConstants.ShearModulus);
SteelRhsSection Element = new SteelRhsSection(ch, matE);
SectionRectangular rec = new SectionRectangular(0.25, 8.0);
SteelMaterial matR = new SteelMaterial(36.0);
SteelPlateSection pl = new SteelPlateSection(rec, matR);
CalcLog log = new CalcLog();
RhsLongitudinalPlate concForceConnection = new RhsLongitudinalPlate(Element, pl, log, false, 45.0, 148.0, 0.0);
double phiR_n = concForceConnection.GetHssMaximumPlateThicknessForShearLoad().Value;
//double refValueSec = 46.2;
//double actualToleranceSec = EvaluateActualTolerance(phiR_n, refValueSec);
//Assert.LessOrEqual(actualToleranceSec, tolerance);
}
public void HssRhsConcentratedForceThroughPlateReturnsValue()
{
SectionTube ch = new SectionTube(null, 8, 8, 0.25, 0.93 * 0.25, 1.5 * 0.25);
SteelMaterial matE = new SteelMaterial(46.0);
SteelRhsSection Element = new SteelRhsSection(ch, matE);
SectionRectangular rec = new SectionRectangular(0.25, 8.0);
SteelMaterial matR = new SteelMaterial(36.0);
SteelPlateSection pl = new SteelPlateSection(rec, matR);
CalcLog log = new CalcLog();
RhsLongitudinalThroughPlate concForceConnection = new RhsLongitudinalThroughPlate(Element, pl, log, false, 45.0, 148.0, 0.0);
double phiR_n = concForceConnection.GetHssWallPlastificationStrengthUnderAxialLoad().Value;
double refValueSec = 46.2;
double actualToleranceSec = EvaluateActualTolerance(phiR_n, refValueSec);
Assert.True(actualToleranceSec <= tolerance);
}
public CrossSectionRectangularShape(IConcreteMaterial Material, string Name, double Width, double Height)
{
this.material = Material;
shape = new SectionRectangular(Name, Width, Height, new Point2D(0, 0));
}
public static Dictionary <string, object> HssCapPlateLocalYieldingOrCripplingOfHss(CustomProfile HssSection, CustomProfile PlateSection, double t_pCap, double F_y, double F_yp, bool IsTensionHss, double P_uHss, double M_uHss)
{
//Default values
double phiR_n = 0;
bool IsApplicableLimitState = false;
//Calculation logic:
CalcLog log = new CalcLog();
SteelLimitStateValue limitState = null;
//PLATE
SteelPlateSection pl = null;
if (!(PlateSection.Section is ISectionRectangular))
{
throw new Exception("Failed to convert section. Section needs to be either a Pipe or a Tube. Please check input.");
}
else
{
SteelMaterial mat = new SteelMaterial(F_y);
ISectionRectangular rect = PlateSection.Section as ISectionRectangular;
double t_pl, b_pl = 0.0;
SectionRectangular rSect;
if (rect.B <= rect.H)
{
rSect = new SectionRectangular(rect.B, rect.H);
}
else
{
rSect = new SectionRectangular(rect.H, rect.B);
}
pl = new SteelPlateSection(rSect, mat);
}
//HSS
if (!(HssSection.Section is ISectionHollow))
{
throw new Exception("Failed to convert section. Section needs to be either a Pipe or a Tube. Please check input.");
}
else
{
SteelMaterial mat = new SteelMaterial(F_y);
if (HssSection.Section is ISectionPipe)
{
SteelChsSection sec = new SteelChsSection(HssSection.Section as ISectionPipe, mat);
ChsCapPlate capRhs = new ChsCapPlate(sec, pl, t_pCap, log, IsTensionHss, P_uHss, M_uHss);
limitState = capRhs.GetHssYieldingOrCrippling();
phiR_n = limitState.Value;
IsApplicableLimitState = limitState.IsApplicable;
}
else if (HssSection.Section is ISectionTube)
{
SteelRhsSection sec = new SteelRhsSection(HssSection.Section as ISectionTube, mat);
RhsCapPlate capRhs = new RhsCapPlate(sec, pl, t_pCap, log, IsTensionHss, P_uHss, M_uHss);
limitState = capRhs.GetHssYieldingOrCrippling();
phiR_n = limitState.Value;
IsApplicableLimitState = limitState.IsApplicable;
}
else
{
throw new Exception("Unsupported type of hollow section. Please use Tube or Pipe.");
}
}
return(new Dictionary <string, object>
{
{ "phiR_n", phiR_n }
, { "IsApplicableLimitState", IsApplicableLimitState }
});
}
//public override ISection Clone()
//{
// throw new NotImplementedException();
//}
public ISliceableSection GetSliceableShape()
{
SectionRectangular r = new SectionRectangular(this.B, this.H);
return(r);
}
private void GetCopeSection()
{
_rectangle = new SectionRectangular(this.Section.t_w, this.h_o);
}
public static Dictionary <string, object> HssToLongitudinalPlateMaximumPlateThicknessForShear(CustomProfile HssSection, CustomProfile PlateSection,
double F_y, double F_u, double F_yp, bool IsTensionHss, double P_uHss, double M_uHss)
{
//Default values
double t_max = 0;
//Calculation logic:
CalcLog log = new CalcLog();
SteelLimitStateValue limitState = null;
//PLATE
SteelPlateSection pl = null;
if (!(PlateSection.Section is ISectionRectangular))
{
throw new Exception("Failed to convert section. Section needs to be either a Pipe or a Tube. Please check input.");
}
else
{
SteelMaterial mat = new SteelMaterial(F_y, F_u, SteelConstants.ModulusOfElasticity, SteelConstants.ShearModulus);
ISectionRectangular rect = PlateSection.Section as ISectionRectangular;
double t_pl, b_pl = 0.0;
SectionRectangular rSect;
if (rect.B <= rect.H)
{
rSect = new SectionRectangular(rect.B, rect.H);
}
else
{
rSect = new SectionRectangular(rect.H, rect.B);
}
pl = new SteelPlateSection(rSect, mat);
}
//HSS
if (!(HssSection.Section is ISectionHollow))
{
throw new Exception("Failed to convert section. Section needs to be either a Pipe or a Tube. Please check input.");
}
else
{
SteelMaterial mat = new SteelMaterial(F_y);
if (HssSection.Section is ISectionPipe)
{
SteelChsSection sec = new SteelChsSection(HssSection.Section as ISectionPipe, mat);
ChsLongitudinalPlate longitudinalPlateChs = new ChsLongitudinalPlate(sec, pl, log, IsTensionHss, 90.0, P_uHss, M_uHss);
//limitState = longitudinalPlateChs.ge
//phiR_n = limitState.Value;
//IsApplicableLimitState = limitState.IsApplicable;
t_max = longitudinalPlateChs.GetHssMaximumPlateThicknessForShearLoad().Value;
}
else if (HssSection.Section is ISectionTube)
{
SteelRhsSection sec = new SteelRhsSection(HssSection.Section as ISectionTube, mat);
RhsLongitudinalPlate longitudinalPlateRhs = new RhsLongitudinalPlate(sec, pl, log, IsTensionHss, 90.0, P_uHss, M_uHss);
//limitState = longitudinalPlateRhs.GetHssYieldingOrCrippling();
//phiR_n = limitState.Value;
//IsApplicableLimitState = limitState.IsApplicable;
t_max = longitudinalPlateRhs.GetHssMaximumPlateThicknessForShearLoad().Value;
}
else
{
throw new Exception("Unsupported type of hollow section. Please use Tube or Pipe.");
}
}
return(new Dictionary <string, object>
{
{ "t_max", t_max }
});
}
private CompoundShape GetRectangularShape()
{
SectionRectangular rect = new SectionRectangular(12, 12);
return(rect);
}
