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
}
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;
}
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 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 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.LessOrEqual(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> HssToTransversePlateLocalPunchingStrengthOfPlate(CustomProfile HssSection,CustomProfile PlateSection,
double theta, string HssTransversePlateType, 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;
WosadSection.SectionRectangular rSect;
if (rect.B <= rect.H)
{
rSect = new WosadSection.SectionRectangular(rect.B, rect.H);
}
else
{
rSect = new WosadSection.SectionRectangular(rect.H, rect.B);
}
pl = new SteelPlateSection(rSect, mat);
}
TransversePlateType transvPlateType;
bool IsValidTransvPlate = Enum.TryParse(HssTransversePlateType, true, out transvPlateType);
if (IsValidTransvPlate == false)
{
throw new Exception("Failed to convert string. Transverse plate type must be TConnection or XConnection. Please check input");
}
//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);
ChsTransversePlate transversePlateChs = new ChsTransversePlate(sec, pl, log, IsTensionHss, P_uHss, M_uHss);
limitState = transversePlateChs.GetLocalPunchingStrengthOfPlate();
phiR_n = limitState.Value;
IsApplicableLimitState = limitState.IsApplicable;
}
else if (HssSection.Section is ISectionTube)
{
SteelRhsSection sec = new SteelRhsSection(HssSection.Section as ISectionTube, mat);
RhsTransversePlate transversePlateRhs = new RhsTransversePlate(sec, pl, log, IsTensionHss, transvPlateType, P_uHss, M_uHss);
limitState = transversePlateRhs.GetLocalPunchingStrengthOfPlate();
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 static Dictionary<string, object> HssToLongitudinalPlateMaximumPlateThicknessForShear(CustomProfile HssSection,CustomProfile PlateSection,
double F_y,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);
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 }
};
}
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 override ISection Clone()
//{
// throw new NotImplementedException();
//}
public ISliceableSection GetSliceableShape()
{
SectionRectangular r = new SectionRectangular(this.B, this.H);
return r;
}
public static Dictionary<string, object> HssToLongitudinalPlateWallPlastification(CustomProfile HssSection,CustomProfile PlateSection,
double F_y,double F_yp, double P_uHss, double M_uHss,double theta=90.0, bool IsTensionHss=false, bool IsThroughPlate=false)
{
//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;
WosadSection.SectionRectangular rSect;
if (rect.B <= rect.H)
{
rSect = new WosadSection.SectionRectangular(rect.B, rect.H);
}
else
{
rSect = new WosadSection.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,theta, P_uHss, M_uHss);
limitState = longitudinalPlateChs.GetHssWallPlastificationStrengthUnderAxialLoad();
if (IsThroughPlate == false)
{
phiR_n = limitState.Value;
}
else
{
phiR_n = 2.0* limitState.Value; //analogous to Rectangular HSS provsions
}
IsApplicableLimitState = limitState.IsApplicable;
}
else if (HssSection.Section is ISectionTube)
{
SteelRhsSection sec = new SteelRhsSection(HssSection.Section as ISectionTube, mat);
if (IsThroughPlate == false)
{
RhsLongitudinalPlate longitudinalPlateRhs = new RhsLongitudinalPlate(sec, pl, log, IsTensionHss,theta, P_uHss, M_uHss);
limitState = longitudinalPlateRhs.GetHssWallPlastificationStrengthUnderAxialLoad();
phiR_n = limitState.Value;
IsApplicableLimitState = limitState.IsApplicable;
}
else
{
RhsLongitudinalThroughPlate longitudinalPlateRhs = new RhsLongitudinalThroughPlate(sec, pl, log, IsTensionHss,theta, P_uHss, M_uHss);
limitState = longitudinalPlateRhs.GetHssWallPlastificationStrengthUnderAxialLoad();
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 void SectionRectangleReturnsCentroid()
{
SectionRectangular sr = new SectionRectangular(3, 2);
sr.Centroid = new Mathematics.Point2D(0, 3);
Assert.AreEqual(3, sr.GetElasticCentroidCoordinate().Y);
}
private void GetCopeSection()
{
_rectangle = new SectionRectangular(this.Section.t_w, this.h_o);
}
internal SectionRectangular(double b, double h)
{
ISection r = new ds.SectionRectangular("", b, h, new dm.Point2D(0, 0));
Section = r;
}
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 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);
}
private CompoundShape GetRectangularShape()
{
SectionRectangular rect = new SectionRectangular(12, 12);
return rect;
}
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);
}