public override SteelLimitStateValue GetTorsionalAndFlexuralTorsionalBucklingStrength()
{
SteelLimitStateValue ls;
ISectionAngle a = this.Section.Shape as ISectionAngle;
if (a == null)
{
throw new Exception("Incorrect section type. Section must be of type ISectionAngle.");
}
if (Math.Max(a.b,a.d)/a.t<=20.0)
{
ls = new SteelLimitStateValue(-1, false);
}
else
{
double FeTorsionalBuckling = GetTorsionalElasticBucklingStressFe();
double FcrTorsionalBuckling = GetCriticalStressFcr(FeTorsionalBuckling, 1.0);
double Qtors = GetReductionFactorQ(FcrTorsionalBuckling);
double FcrTors = GetCriticalStressFcr(FeTorsionalBuckling, Qtors);
double phiP_n = GetDesignAxialStrength(FcrTors);
ls = new SteelLimitStateValue(phiP_n, true);
}
return ls;
}
public override SteelLimitStateValue GetFlexuralLegOrStemBucklingStrength(FlexuralCompressionFiberPosition CompressionLocation,
FlexuralAndTorsionalBracingType BracingType)
{
CompactnessClassFlexure StemCompactness = this.Compactness.GetWebCompactnessFlexure() ;
// for compact angles this limit state is not applicable
SteelLimitStateValue ls = null;
if (StemCompactness == General.Compactness.CompactnessClassFlexure.Compact)
{
ls = new SteelLimitStateValue(-1, false);
return ls;
}
else if (StemCompactness == CompactnessClassFlexure.Noncompact)
{
double S_c = GetSectionModulus(CompressionLocation, true, BracingType);
//F10-7
double M_n = F_y * S_c * (2.43 - 1.72 * (((b) / (t))) * Math.Sqrt(((F_y) / (E))));
double phiM_n = 0.9 * M_n;
ls = new SteelLimitStateValue(phiM_n, true);
}
else
{
double F_cr = ((0.71 * E) / (Math.Pow((((b) / (t))), 2)));
double S_c = GetSectionModulus(CompressionLocation, true, BracingType);
//(F10-8)
double M_n = F_cr * S_c;
double phiM_n = 0.9 * M_n;
ls = new SteelLimitStateValue(phiM_n, true);
}
return ls;
}
public override SteelLimitStateValue GetFlexuralBucklingStrength()
{
double FcrFlex = CalculateCriticalStress();
double phiP_n = GetDesignAxialStrength(FcrFlex);
SteelLimitStateValue ls = new SteelLimitStateValue(phiP_n, true);
return ls;
}
public override SteelLimitStateValue GetFlexuralBucklingStrength()
{
double FeFlexuralBuckling = GetFlexuralElasticBucklingStressFe();
double FcrFlexuralBuckling = GetCriticalStressFcr(FeFlexuralBuckling, 1.0);
double Qflex = GetReductionFactorQ(FcrFlexuralBuckling);
double FcrFlex = GetCriticalStressFcr(FeFlexuralBuckling, Qflex);
double phiP_n = GetDesignAxialStrength(FcrFlex);
SteelLimitStateValue ls = new SteelLimitStateValue(phiP_n, true);
return ls;
}
//Yielding F7.1
public SteelLimitStateValue GetMajorPlasticMomentStrength()
{
SteelLimitStateValue ls = new SteelLimitStateValue();
double M_p = GetMajorNominalPlasticMoment();
double phiM_n = 0.9 * M_p;
ls.IsApplicable = true;
ls.Value = phiM_n;
return ls;
}
public override SteelLimitStateValue GetFlexuralLateralTorsionalBucklingStrength(double C_b, double L_b, FlexuralCompressionFiberPosition CompressionLocation,
FlexuralAndTorsionalBracingType BracingType)
{
SteelLimitStateValue ls;
if (BracingType == FlexuralAndTorsionalBracingType.FullLateralBracing)
{
ls = new SteelLimitStateValue(-1, false);
}
else
{
double phiM_n = GetLateralTorsionalBucklingStrength(CompressionLocation,L_b, C_b);
ls = new SteelLimitStateValue(phiM_n, true);
}
return ls;
}
//Yielding
public SteelLimitStateValue GetMinorPlasticMomentStrength()
{
SteelLimitStateValue ls = new SteelLimitStateValue();
double phiM_n = 0.0;
double Mp = GetMinorNominalPlasticMoment();
double My = 1.6 * Fy * Sy;
double M_n = Math.Min(Mp, My); //(F6-1)
phiM_n = 0.9*M_n;
ls.IsApplicable = true;
ls.Value = M_n;
return ls;
}
public virtual SteelLimitStateValue GetFlexuralFlangeLocalBucklingStrength(FlexuralCompressionFiberPosition CompressionLocation)
{
SteelLimitStateValue ls = new SteelLimitStateValue();
if (FlangeCompactnessClass == CompactnessClassFlexure.Compact)
{
ls = new SteelLimitStateValue(-1, false);
}
else
{
double phiM_n = GetCompressionFlangeLocalBucklingCapacity(CompressionLocation, MomentAxis);
ls = new SteelLimitStateValue(phiM_n, true);
}
return ls;
}
public SteelLimitStateValue GetFlexuralWebOrWallBucklingStrength(FlexuralCompressionFiberPosition CompressionLocation)
{
SteelLimitStateValue ls = new SteelLimitStateValue();
ShapeCompactness.HollowMember Compactness = new ShapeCompactness.HollowMember(Section, CompressionLocation, MomentAxis.XAxis);
CompactnessClassFlexure cClass = Compactness.GetWebCompactnessFlexure();
if (cClass == CompactnessClassFlexure.Compact)
{
ls = new SteelLimitStateValue(-1, false);
}
else
{
double phiM_n = GetLocalBucklingCapacity();
ls = new SteelLimitStateValue(phiM_n, true);
}
return ls;
}
public override SteelLimitStateValue GetFlexuralLateralTorsionalBucklingStrength(double C_b, double L_b, FlexuralCompressionFiberPosition CompressionLocation,
FlexuralAndTorsionalBracingType BracingType)
{
if (SectionValuesWereCalculated == false)
{
GetSectionValues();
}
SteelLimitStateValue ls;
if (BracingType == FlexuralAndTorsionalBracingType.FullLateralBracing)
{
ls = new SteelLimitStateValue(-1, false);
}
else
{
double phiM_n = GetFlexuralTorsionalBucklingMomentCapacity(L_b, C_b);
ls = new SteelLimitStateValue(phiM_n, true);
}
return ls;
}
public SteelLimitStateValue GetPlasticMomentCapacity(MomentAxis MomentAxis)
{
SteelLimitStateValue ls = new SteelLimitStateValue();
double phiM_n;
double M_n=0.0;
switch (MomentAxis)
{
case MomentAxis.XAxis:
M_n = GetMajorNominalPlasticMoment();
break;
case MomentAxis.YAxis:
M_n = GetMinorNominalPlasticMoment();
break;
default:
throw new FlexuralBendingAxisException();
break;
}
phiM_n =0.9*M_n;
ls.Value = phiM_n;
ls.IsApplicable = true;
return ls;
}
public override SteelLimitStateValue GetLimitingLengthForFullYielding_Lp(FlexuralCompressionFiberPosition CompressionLocation)
{
double r_t = GetEffectiveRadiusOfGyration_r_t(CompressionLocation);
double L_p = GetLp(r_t);
SteelLimitStateValue ls = new SteelLimitStateValue(L_p, true);
return ls;
}
public virtual SteelLimitStateValue GetLimitingLengthForFullYielding_Lp(FlexuralCompressionFiberPosition CompressionLocation)
{
SteelLimitStateValue ls = new SteelLimitStateValue(-1, false);
return ls;
}
public virtual SteelLimitStateValue GetLimitingLengthForInelasticLTB_Lr(FlexuralCompressionFiberPosition CompressionLocation)
{
SteelLimitStateValue ls = new SteelLimitStateValue(-1, false);
return ls;
}
public virtual SteelLimitStateValue GetFlexuralLegOrStemBucklingStrength(FlexuralCompressionFiberPosition CompressionLocation,
FlexuralAndTorsionalBracingType BracingType)
{
SteelLimitStateValue ls = new SteelLimitStateValue(-1, false);
return ls;
}
public virtual SteelLimitStateValue GetFlexuralWebOrWallBucklingStrength(FlexuralCompressionFiberPosition CompressionLocation)
{
SteelLimitStateValue ls = new SteelLimitStateValue(-1, false);
return ls;
}
public virtual SteelLimitStateValue GetFlexuralTensionFlangeYieldingStrength(FlexuralCompressionFiberPosition CompressionLocation)
{
SteelLimitStateValue ls = new SteelLimitStateValue(-1, false);
return ls;
}
public override SteelLimitStateValue GetLimitingLengthForFullYielding_Lp(FlexuralCompressionFiberPosition CompressionLocation)
{
if (SectionValuesWereCalculated == false)
{
GetSectionValues();
}
double Lp = GetLp(r_y, E, F_y); //(F2-5)
SteelLimitStateValue ls = new SteelLimitStateValue();
ls.IsApplicable = true;
ls.Value = Lp;
return ls;
}
public virtual SteelLimitStateValue GetFlexuralFlangeLocalBucklingStrength(FlexuralCompressionFiberPosition CompressionLocation)
{
double phiM_n =GetCompressionFlangeLocalBucklingCapacity();
SteelLimitStateValue ls = new SteelLimitStateValue(phiM_n, true);
return ls;
}
// This section applies to round HSS
#region Limit States
public virtual SteelLimitStateValue GetFlexuralYieldingStrength(FlexuralCompressionFiberPosition CompressionLocation)
{
SteelLimitStateValue ls = new SteelLimitStateValue(GetYieldingMomentCapacity(), true);
return ls;
}
public override SteelLimitStateValue GetLimitingLengthForInelasticLTB_Lr(FlexuralCompressionFiberPosition CompressionLocation)
{
if (SectionValuesWereCalculated == false)
{
GetSectionValues();
}
//double rts = Getrts(Iy, Cw, Sx);
double Lr = GetLr(rts, E, F_y, S_x, J, c, ho); // (F2-6)
SteelLimitStateValue ls = new SteelLimitStateValue();
ls.IsApplicable = true;
ls.Value = Lr;
return ls;
}
public override SteelLimitStateValue GetLimitingLengthForInelasticLTB_Lr(FlexuralCompressionFiberPosition CompressionLocation)
{
double r_t = GetEffectiveRadiusOfGyration_r_t(CompressionLocation);
double L_r = GetLr(r_t);
SteelLimitStateValue ls = new SteelLimitStateValue(L_r, true);
return ls;
}
public override SteelLimitStateValue GetFlexuralLateralTorsionalBucklingStrength(double C_b, double L_b, FlexuralCompressionFiberPosition CompressionLocation,
FlexuralAndTorsionalBracingType BracingType)
{
SteelLimitStateValue ls = null;
double b, h;
if (sectionSolid is ISectionRound)
{
ls = new SteelLimitStateValue();
ls.IsApplicable = false;
ls.Value = -1;
return ls;
}
else if (sectionSolid is ISectionRectangular)
{
ISectionRectangular recangularShape = sectionSolid as ISectionRectangular;
if (MomentAxis == Common.Entities.MomentAxis.XAxis)
{
b = recangularShape.B ;
h = recangularShape.H;
}
else if (MomentAxis == Common.Entities.MomentAxis.YAxis)
{
b = recangularShape.H;
h = recangularShape.B;
}
else
{
throw new FlexuralBendingAxisException();
}
if (b >= h)
{
ls.IsApplicable = false;
ls.Value = -1;
}
else
{
ls = GetLateralTorsionalBucklingStrength(L_b, C_b);
}
}
else
{
throw new ShapeTypeNotSupportedException(" flexural calculation of solid-shape beam");
}
return ls;
}
//This section applies to doubly symmetric I-shaped members bent about their major
//axis with noncompact webs and singly symmetric I-shaped members with webs
//attached to the mid-width of the flanges, bent about their major axis, with compact
//or noncompact webs, as defined in Section B4.1 for flexure.
#region Limit States
public override SteelLimitStateValue GetFlexuralYieldingStrength(FlexuralCompressionFiberPosition CompressionLocation)
{
SteelLimitStateValue ls = new SteelLimitStateValue(-1, false);
return ls;
}
public override SteelLimitStateValue GetFlexuralTensionFlangeYieldingStrength(FlexuralCompressionFiberPosition CompressionLocation)
{
SteelLimitStateValue ls = new SteelLimitStateValue();
ls.IsApplicable = false;
return ls;
}
public override SteelLimitStateValue GetFlexuralCompressionFlangeYieldingStrength(FlexuralCompressionFiberPosition CompressionLocation)
{
double phiM_n = GetCompressionFlangeYieldingCapacity(CompressionLocation);
SteelLimitStateValue ls = new SteelLimitStateValue(phiM_n, true);
return ls;
}
public override SteelLimitStateValue GetLimitingLengthForFullYielding_Lp(FlexuralCompressionFiberPosition CompressionLocation)
{
SteelLimitStateValue ls = new SteelLimitStateValue();
if (this.Section.Shape is ISectionRectangular)
{
ISectionRectangular rectSection = this.Section.Shape as ISectionRectangular;
double E = this.Section.Material.ModulusOfElasticity;
double Fy = this.Section.Material.YieldStress;
double d = rectSection.H;
double t = rectSection.B;
double Lp = GetL_p();
ls.IsApplicable = true; ls.Value = Lp;
}
else
{
ls.Value = double.PositiveInfinity; ls.IsApplicable = false;
}
return ls;
}