protected virtual double GetCompressionFlangeWidth_b(MomentAxis MomentAxis)
{
// since section is symmetrical the location of compression fiber
// does not matter
double b_c = 0.0;
double B = 0.0;
B = GetSectionWidth(MomentAxis);
if (ShapeTube != null)
{
if (ShapeTube.CornerRadiusOutside == -1.0)
{
b_c = ShapeTube.B - 3.0 * ShapeTube.t_des;
}
else
{
b_c = ShapeTube.B - 2.0 * ShapeTube.CornerRadiusOutside;
}
}
else if (ShapeBox != null)
{
b_c = ShapeBox.B;
}
else
{
throw new ShapeTypeNotSupportedException(" effective moment of interia calculation for hollow section");
}
return(b_c);
return(b_c);
}
private double GetFlangeThickness(MomentAxis MomentAxis)
{
double t_flange = 0.0;
if (ShapeTube != null)
{
t_flange = ShapeTube.t_des;
}
else if (ShapeBox != null)
{
if (MomentAxis == Common.Entities.MomentAxis.XAxis)
{
t_flange = ShapeBox.t_f;
}
else if (MomentAxis == Common.Entities.MomentAxis.YAxis)
{
t_flange = ShapeBox.t_w;
}
else
{
throw new Exception("Principal flexure calculation not supported. Select X-axis and Y-axis");
}
}
else
{
throw new ShapeTypeNotSupportedException(" effective moment of interia calculation for hollow section");
}
return(t_flange);
}
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);
}
private double GetEffectiveSectionModulusX(MomentAxis MomentAxis)
{
double Se = 0.0;
double be = GetEffectiveFlangeWidth_beff(MomentAxis);
double b = GetCompressionFlangeWidth_b(MomentAxis);
double AOriginal = Section.Shape.A;
double t_f = GetFlangeThickness(MomentAxis);
double bRemoved = (b - be);
double ADeducted = bRemoved * t_f;
double h = GetSectionHeight(MomentAxis);
//Find I reduced
double I_Reduced = GetReducedMomentOfInertiaX(MomentAxis, ADeducted, bRemoved, t_f);
double yCentroidModifiedFromBottom = h / 2.0 - ADeducted / AOriginal;
double yCentroidModifiedFromTop = h / 2.0 + ADeducted / AOriginal;
Se = I_Reduced / yCentroidModifiedFromTop;
return(Se);
}
public double GetWebLocalBucklingCapacity(MomentAxis MomentAxis,
FlexuralCompressionFiberPosition CompressionLocation)
{
double M_n = 0.0;
double S;
double Mp;
if (MomentAxis ==MomentAxis.XAxis)
{
Mp = GetMajorNominalPlasticMoment();
S = Math.Min(Section.Shape.S_yLeft, Section.Shape.S_yRight);
}
else if (MomentAxis == MomentAxis.YAxis)
{
Mp = GetMinorNominalPlasticMoment();
S = Math.Min(Section.Shape.S_xTop, Section.Shape.S_xBot);
}
else
{
throw new FlexuralBendingAxisException();
}
double lambdaWeb = GetLambdaWeb(CompressionLocation,MomentAxis);
M_n = Mp - (Mp - Fy * S) * (0.305 * lambdaWeb * Math.Sqrt(Fy / E) - 0.738); //(F7-5)
M_n = M_n > Mp ? Mp : M_n;
double phiM_n = 0.9 * M_n;
return phiM_n;
}
public double GetWebLocalBucklingCapacity(MomentAxis MomentAxis,
FlexuralCompressionFiberPosition CompressionLocation)
{
double M_n = 0.0;
double S;
double Mp;
if (MomentAxis == MomentAxis.XAxis)
{
Mp = GetMajorNominalPlasticMoment();
S = Math.Min(Section.Shape.S_yLeft, Section.Shape.S_yRight);
}
else if (MomentAxis == MomentAxis.YAxis)
{
Mp = GetMinorNominalPlasticMoment();
S = Math.Min(Section.Shape.S_xTop, Section.Shape.S_xBot);
}
else
{
throw new FlexuralBendingAxisException();
}
double lambdaWeb = GetLambdaWeb(CompressionLocation, MomentAxis);
M_n = Mp - (Mp - Fy * S) * (0.305 * lambdaWeb * Math.Sqrt(Fy / E) - 0.738); //(F7-5)
M_n = M_n > Mp ? Mp : M_n;
double phiM_n = 0.9 * M_n;
return(phiM_n);
}
public BeamRectangularHss(ISteelSection section, FlexuralCompressionFiberPosition compressionFiberPosition, MomentAxis MomentAxis, ICalcLog CalcLog)
: base(section, CalcLog)
{
GetSectionValues();
this.MomentAxis = MomentAxis;
FlangeCompactnessClass = GetFlangeCompactness(compressionFiberPosition, MomentAxis);
}
protected virtual double GetFlangeWidth_bf(MomentAxis MomentAxis)
{
double b = 0 ;
double tdes = SectionTube.t_des;
double h;
//B4-1b. Stiffened Elements
if (MomentAxis == MomentAxis.XAxis)
{
b = SectionTube.B - 3.0 * tdes;
}
else if (MomentAxis == MomentAxis.YAxis)
{
b = SectionTube.H - 3.0 * tdes;
}
return b;
//if (sectionTube.CornerRadiusOutside == -1.0)
//{
// b = SectionTube.B - 3.0 * sectionTube.t_des;
//}
//else
//{
// b = sectionTube.B - 2.0 * sectionTube.CornerRadiusOutside;
//}
}
protected virtual double GetFlangeWidth_bf(MomentAxis MomentAxis)
{
double b = 0;
double tdes = SectionTube.t_des;
double h;
//B4-1b. Stiffened Elements
if (MomentAxis == MomentAxis.XAxis)
{
b = SectionTube.B - 3.0 * tdes;
}
else if (MomentAxis == MomentAxis.YAxis)
{
b = SectionTube.H - 3.0 * tdes;
}
return(b);
//if (sectionTube.CornerRadiusOutside == -1.0)
//{
// b = SectionTube.B - 3.0 * sectionTube.t_des;
//}
//else
//{
// b = sectionTube.B - 2.0 * sectionTube.CornerRadiusOutside;
//}
}
private double GetEffectiveSectionModulusX(MomentAxis MomentAxis)
{
double Se=0.0;
double be = GetEffectiveFlangeWidth_beff(MomentAxis);
double b = GetCompressionFlangeWidth_b(MomentAxis);
double AOriginal = Section.Shape.A;
double t_f = GetFlangeThickness(MomentAxis);
double bRemoved = (b - be);
double ADeducted = bRemoved * t_f;
double h = GetSectionHeight(MomentAxis);
//Find I reduced
double I_Reduced = GetReducedMomentOfInertiaX(MomentAxis, ADeducted, bRemoved, t_f);
double yCentroidModifiedFromBottom = h / 2 - ADeducted / AOriginal;
double yCentroidModifiedFromTop = h / 2 + ADeducted / AOriginal;
Se = I_Reduced / yCentroidModifiedFromTop;
return Se;
}
private double GetFlexuralTorsionalBucklingMomentCapacity(double L_b, double C_b,
FlexuralCompressionFiberPosition CompressionLocation, FlexuralAndTorsionalBracingType BracingType, MomentAxis MomentAxis)
{
double M_n = 0.0;
double M_n1 = 0.0;
double M_n2 = 0.0;
double M_e = GetM_e(L_b, C_b, CompressionLocation, BracingType, MomentAxis);
double M_y = GetYieldingMomentGeometricXCapacity(CompressionLocation, BracingType);
if (M_e<=M_y)
{
//F10-2
M_n1=(0.92-((0.17*M_e) / (M_y)))*M_e;
}
else
{
//F10-3
M_n1=(1.92-1.17*Math.Sqrt(((M_y) / (M_e))))*M_y;
}
M_n2 = 1.5*M_y;
M_n= Math.Min(M_n1,M_n2);
double phiM_n = 0.9 * M_n;
return phiM_n;
}
public BeamRectangularHss(ISteelSection section, FlexuralCompressionFiberPosition compressionFiberPosition, MomentAxis MomentAxis, ICalcLog CalcLog)
: base(section, CalcLog)
{
GetSectionValues();
this.MomentAxis = MomentAxis;
FlangeCompactnessClass = GetFlangeCompactness(compressionFiberPosition, MomentAxis);
}
public BeamAngle(ISteelSection section, ICalcLog CalcLog, AngleRotation AngleRotation, MomentAxis MomentAxis,
AngleOrientation AngleOrientation = AngleOrientation.ShortLegVertical)
: base(section, CalcLog, AngleOrientation)
{
this.AngleRotation = AngleRotation;
this.AngleOrientation = AngleOrientation;
this.MomentAxis = MomentAxis;
GetSectionValues();
}
protected double GetEffectiveFlangeWidth_beff(MomentAxis MomentAxis)
{
double b = GetCompressionFlangeWidth_b(MomentAxis);
double tf = GetFlangeThickness(MomentAxis);
double be = 1.92 * tf * SqrtE_Fy() * (1.0 - 0.38 / (b / tf) * SqrtE_Fy() - 0.738); //(F7-4)
be = be > b? b :be;
be = be < 0? 0 : be;
return(be);
}
private double GetReducedMomentOfInertiaX(MomentAxis MomentAxis, double ADeducted, double bRemoved, double tdes)
{
double IOriginal = GetMomentOfInertia(MomentAxis); //Section.Shape.I_x;
double h = GetSectionHeight(MomentAxis);
double yDeducted = (h - tdes) / 2.0;
double Ideducted = bRemoved * Math.Pow(tdes, 3) / 12.0;
//Use parallel axis theorem:
double IFinal = IOriginal - (ADeducted * Math.Pow(yDeducted, 2) + Ideducted);
return(IFinal);
}
public BeamAngle(ISteelSection section, ICalcLog CalcLog, AngleRotation AngleRotation, MomentAxis MomentAxis,
AngleOrientation AngleOrientation= AngleOrientation.ShortLegVertical)
: base(section, CalcLog, AngleOrientation)
{
this.AngleRotation = AngleRotation;
this.AngleOrientation = AngleOrientation;
this.MomentAxis = MomentAxis;
GetSectionValues();
}
public BeamSolid(ISteelSection section, ICalcLog CalcLog, MomentAxis MomentAxis) :
base(section, CalcLog)
{
this.MomentAxis = MomentAxis;
GetSectionValues();
sectionSolid = null;
ISolidShape s = Section.Shape as ISolidShape;
if (s == null)
{
throw new SectionWrongTypeException(typeof(ISolidShape));
}
}
//ICompactnessElement FlangeCompactness;
//ICompactnessElement WebCompactness;
public HollowMember(ISteelSection section,
FlexuralCompressionFiberPosition compressionFiberPosition, MomentAxis MomentAxis)
{
ISection Section = section.Shape;
if (Section is ISectionTube|| Section is ISectionPipe || Section is ISectionBox)
{
if (Section is ISectionTube)
{
ISectionTube tube = Section as ISectionTube;
if (MomentAxis == MomentAxis.XAxis)
{
FlangeCompactness = new FlangeOfRhs(section.Material, tube, MomentAxis);
WebCompactness = new WebOfRhs(section.Material, tube, MomentAxis);
}
else
{
WebCompactness = new FlangeOfRhs(section.Material, tube, MomentAxis);
FlangeCompactness = new WebOfRhs(section.Material, tube, MomentAxis);
}
}
if (Section is ISectionPipe)
{
ISectionPipe pipe = Section as ISectionPipe;
FlangeCompactness = new WallOfChs(section.Material, pipe);
WebCompactness = new WallOfChs(section.Material, pipe);
}
if (Section is ISectionBox)
{
ISectionBox box = Section as ISectionBox;
if (MomentAxis == MomentAxis.XAxis)
{
FlangeCompactness = new FlangeOfBox(section.Material, box);
WebCompactness = new WebOfBox(section.Material, box);
}
else
{
WebCompactness = new FlangeOfBox(section.Material, box);
FlangeCompactness = new WebOfBox(section.Material, box);
}
}
}
else
{
throw new SectionWrongTypeException("ISectionTube, ISectionPipe or ISectionBox");
}
}
public BeamSolid(ISteelSection section, ICalcLog CalcLog, MomentAxis MomentAxis) :
base(section, CalcLog)
{
this.MomentAxis = MomentAxis;
GetSectionValues();
sectionSolid = null;
ISolidShape s = Section.Shape as ISolidShape;
if (s == null)
{
throw new SectionWrongTypeException(typeof(ISolidShape));
}
}
public double GetFlexuralStrength_Vertical(sCrossSection section, eColorMode forceType, IFrameSet fs)
{
sKodeStructConverter kcon = new sKodeStructConverter();
SteelMaterial mat = kcon.ToKodeStructMaterial_Steel(section);
string Code = "AISC360-10";
double phiM_n = 0;
double b_eff = this.GetBeamEffectiveSlabWidth(fs);
double SumQ_n = this.GetSumOfStudsStrength(fs);
// assuming,
// Shear Stud Anchor
// Light Weight Concrete : 4ksi
// solid concrete thickness = 2.5"
// rib thickness = 3"
//
double h_solid = 2.5;
double h_rib = 3.0;
double F_y = mat.YieldStress; //?? unit ?? F_y of what??
double fc_prime = 4.0; //?? unit ??
MomentAxis Axis = kcon.ToKodeStructMomentAxis(forceType);
//?? just this for composite?
ISection shape = kcon.ToKodeStructCrossSection(section);
if (shape is ISliceableShapeProvider)
{
ISliceableShapeProvider prov = shape as ISliceableShapeProvider;
ISliceableSection sec = prov.GetSliceableShape();
CompositeBeamSection cs = new CompositeBeamSection(sec, b_eff, h_solid, h_rib, F_y, fc_prime);
phiM_n = cs.GetFlexuralStrength(SumQ_n);
}
else
{
if (shape is ISliceableSection)
{
ISliceableSection sec = shape as ISliceableSection;
CompositeBeamSection cs = new CompositeBeamSection(sec, b_eff, h_solid, h_rib, F_y, fc_prime);
phiM_n = cs.GetFlexuralStrength(SumQ_n);
}
else
{
throw new Exception("Shape type not supported. Please provide a shape object of standard geometry");
}
}
return(phiM_n);
}
protected virtual double GetWebWallHeight_h(MomentAxis MomentAxis)
{
double tdes = SectionTube.t_des;
double h =0;
//B4-1b. Stiffened Elements
if (MomentAxis == MomentAxis.XAxis)
{
h = SectionTube.H - 3.0 * tdes;
}
else if (MomentAxis == MomentAxis.YAxis)
{
h = SectionTube.B - 3.0 * tdes;
}
return h;
}
protected virtual double GetWebWallHeight_h(MomentAxis MomentAxis)
{
double tdes = SectionTube.t_des;
double h = 0;
//B4-1b. Stiffened Elements
if (MomentAxis == MomentAxis.XAxis)
{
h = SectionTube.H - 3.0 * tdes;
}
else if (MomentAxis == MomentAxis.YAxis)
{
h = SectionTube.B - 3.0 * tdes;
}
return(h);
}
private double GetSectionModulus(MomentAxis MomentAxis)
{
double S = 0 ;
if (MomentAxis == MomentAxis.XAxis)
{
S = this.Section.Shape.S_xTop;
}
else if (MomentAxis == MomentAxis.YAxis)
{
S = this.Section.Shape.S_yLeft;
}
else
{
throw new FlexuralBendingAxisException();
}
return S;
}
private double GetMomentOfInertia(MomentAxis MomentAxis)
{
double I;
if (MomentAxis == Common.Entities.MomentAxis.XAxis)
{
I = Section.Shape.I_x;
}
else if (MomentAxis == Common.Entities.MomentAxis.YAxis)
{
I = Section.Shape.I_y;
}
else
{
throw new Exception("Principal flexure calculation not supported. Select X-axis and Y-axis");
}
return(I);
}
private double GetSectionModulus(MomentAxis MomentAxis)
{
double S = 0;
if (MomentAxis == MomentAxis.XAxis)
{
S = this.Section.Shape.S_xTop;
}
else if (MomentAxis == MomentAxis.YAxis)
{
S = this.Section.Shape.S_yLeft;
}
else
{
throw new FlexuralBendingAxisException();
}
return(S);
}
private double GetSectionHeight(MomentAxis MomentAxis)
{
double h = 0.0;
if (ShapeTube != null)
{
if (MomentAxis == Common.Entities.MomentAxis.XAxis)
{
h = ShapeTube.H;
}
else if (MomentAxis == Common.Entities.MomentAxis.YAxis)
{
h = ShapeTube.B;
}
else
{
throw new Exception("Principal flexure calculation not supported. Select X-axis and Y-axis");
}
}
else if (ShapeBox != null)
{
if (MomentAxis == Common.Entities.MomentAxis.XAxis)
{
h = ShapeBox.H;
}
else if (MomentAxis == Common.Entities.MomentAxis.YAxis)
{
h = ShapeBox.B;
}
else
{
throw new Exception("Principal flexure calculation not supported. Select X-axis and Y-axis");
}
}
else
{
throw new ShapeTypeNotSupportedException(" effective moment of interia calculation for hollow section");
}
return h;
}
private double GetSectionHeight(MomentAxis MomentAxis)
{
double h = 0.0;
if (ShapeTube != null)
{
if (MomentAxis == Common.Entities.MomentAxis.XAxis)
{
h = ShapeTube.H;
}
else if (MomentAxis == Common.Entities.MomentAxis.YAxis)
{
h = ShapeTube.B;
}
else
{
throw new Exception("Principal flexure calculation not supported. Select X-axis and Y-axis");
}
}
else if (ShapeBox != null)
{
if (MomentAxis == Common.Entities.MomentAxis.XAxis)
{
h = ShapeBox.H;
}
else if (MomentAxis == Common.Entities.MomentAxis.YAxis)
{
h = ShapeBox.B;
}
else
{
throw new Exception("Principal flexure calculation not supported. Select X-axis and Y-axis");
}
}
else
{
throw new ShapeTypeNotSupportedException(" effective moment of interia calculation for hollow section");
}
return(h);
}
public FlangeOfRhs(ISteelMaterial Material, ISectionTube SectionTube, MomentAxis MomentAxis) //double OutsideCornerRadius=-1.0)
:base(Material)
{
this.SectionTube = SectionTube;
ISectionTube s = SectionTube;
double td = s.t_des;
//if (OutsideCornerRadius==-1.0)
//{
// this.Width = s.B - 3.0 * td;
//}
//else
//{
// if (OutsideCornerRadius<0)
// {
// throw new Exception("Invalid RHS corner radius. Must be over 0");
// }
// this.Width = s.B - 2.0 * OutsideCornerRadius;
//}
this.Width = GetFlangeWidth_bf(MomentAxis);
this.Thickness = td;
}
public double GetFlexuralStrength_Vertical(sCrossSection section, eColorMode forceType)
{
sKodeStructConverter kcon = new sKodeStructConverter();
SteelMaterial mat = kcon.ToKodeStructMaterial_Steel(section);
string flexuralCompressional = "Top";
string Code = "AISC360-10";
bool IsRolledMember = true;
double phiM_n = 0;
MomentAxis Axis = kcon.ToKodeStructMomentAxis(forceType);
FlexuralCompressionFiberPosition FlexuralCompression;
bool IsValidStringCompressionLoc = Enum.TryParse(flexuralCompressional, true, out FlexuralCompression);
if (IsValidStringCompressionLoc == false)
{
throw new Exception("Flexural compression location selection not recognized. Check input string.");
}
ISection shape = kcon.ToKodeStructCrossSection(section);
FlexuralMemberFactory factory = new FlexuralMemberFactory();
ISteelBeamFlexure beam = factory.GetBeam(shape, mat, null, Axis, FlexuralCompression, IsRolledMember);
SteelLimitStateValue Y = beam.GetFlexuralYieldingStrength(FlexuralCompression);
phiM_n = Y.Value;
if (Y.IsApplicable)
{
return(phiM_n);
}
else
{
return(-1);
}
}
public FlangeOfRhs(ISteelMaterial Material, ISectionTube SectionTube, MomentAxis MomentAxis) //double OutsideCornerRadius=-1.0)
: base(Material)
{
this.SectionTube = SectionTube;
ISectionTube s = SectionTube;
double td = s.t_des;
//if (OutsideCornerRadius==-1.0)
//{
// this.Width = s.B - 3.0 * td;
//}
//else
//{
// if (OutsideCornerRadius<0)
// {
// throw new Exception("Invalid RHS corner radius. Must be over 0");
// }
// this.Width = s.B - 2.0 * OutsideCornerRadius;
//}
this.Width = GetFlangeWidth_bf(MomentAxis);
this.Thickness = td;
}
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;
}
//Compression Flange Local Buckling F7.2
public double GetCompressionFlangeLocalBucklingCapacity(FlexuralCompressionFiberPosition CompressionLocation, MomentAxis MomentAxis)
{
double Mn = 0.0;
double phiM_n = 0.0;
if (Section != null)
{
double lambda = this.GetLambdaCompressionFlange(CompressionLocation, MomentAxis);
double lambdapf = this.GetLambdapf(CompressionLocation, MomentAxis);
double lambdarf = this.GetLambdarf(CompressionLocation, MomentAxis);
//note: section is doubly symmetric so top flange is taken
double S = GetSectionModulus(MomentAxis);
double Fy = this.Section.Material.YieldStress;
double E = this.Section.Material.ModulusOfElasticity;
CompactnessClassFlexure cClass = GetFlangeCompactness(CompressionLocation, MomentAxis);
if (cClass == CompactnessClassFlexure.Noncompact)
{
double Mp = this.GetMajorNominalPlasticMoment();
Mn = GetMnNoncompact(Mp, Fy, S, lambda);
}
else
{
double Sxe = GetEffectiveSectionModulusX(MomentAxis);
Mn = GetMnSlender(Sxe, Fy);
}
}
phiM_n = 0.9 * Mn;
return phiM_n;
}
public virtual SteelLimitStateValue GetFlexuralLateralTorsionalBucklingStrength(double C_b, double L_b, FlexuralCompressionFiberPosition CompressionLocation,
FlexuralAndTorsionalBracingType BracingType, MomentAxis MomentAxis)
{
double phiM_n = GetFlexuralTorsionalBucklingMomentCapacity(CompressionLocation, L_b);
SteelLimitStateValue ls = new SteelLimitStateValue(-1, false);
return(ls);
}
//Compression Flange Local Buckling F7.2
public double GetCompressionFlangeLocalBucklingCapacity(FlexuralCompressionFiberPosition CompressionLocation, MomentAxis MomentAxis)
{
double Mn = 0.0;
double phiM_n = 0.0;
if (Section != null)
{
double lambda = this.GetLambdaCompressionFlange(CompressionLocation, MomentAxis);
double lambdapf = this.GetLambdapf(CompressionLocation, MomentAxis);
double lambdarf = this.GetLambdarf(CompressionLocation, MomentAxis);
//note: section is doubly symmetric so top flange is taken
double S = GetSectionModulus(MomentAxis);
double Fy = this.Section.Material.YieldStress;
double E = this.Section.Material.ModulusOfElasticity;
CompactnessClassFlexure cClass = GetFlangeCompactness(CompressionLocation, MomentAxis);
if (cClass == CompactnessClassFlexure.Noncompact)
{
double Mp = this.GetMajorNominalPlasticMoment();
Mn = GetMnNoncompact(Mp, Fy, S, lambda);
}
else
{
double Sxe = GetEffectiveSectionModulusX(MomentAxis);
Mn = GetMnSlender(Sxe, Fy);
}
}
phiM_n = 0.9 * Mn;
return(phiM_n);
}
public double GetLambdaWeb(FlexuralCompressionFiberPosition compressionFiberPosition, MomentAxis MomentAxis)
{
ShapeCompactness.HollowMember compactness = new ShapeCompactness.HollowMember(this.Section, compressionFiberPosition, MomentAxis);
return(compactness.GetWebLambda());
}
protected virtual double GetLambdarf(FlexuralCompressionFiberPosition compressionFiberPosition, MomentAxis MomentAxis)
{
compactness = new ShapeCompactness.HollowMember(this.Section, compressionFiberPosition, MomentAxis);
return compactness.GetFlangeLambda_r(StressType.Flexure);
}
public double GetLambdaWeb(FlexuralCompressionFiberPosition compressionFiberPosition, MomentAxis MomentAxis)
{
ShapeCompactness.HollowMember compactness = new ShapeCompactness.HollowMember(this.Section, compressionFiberPosition, MomentAxis);
return compactness.GetWebLambda();
}
public CompactnessClassFlexure GetFlangeCompactness(FlexuralCompressionFiberPosition compressionFiberPosition, MomentAxis MomentAxis)
{
ShapeCompactness.HollowMember compactness = new ShapeCompactness.HollowMember(this.Section, compressionFiberPosition, MomentAxis);
return compactness.GetFlangeCompactnessFlexure();
}
public ISteelBeamFlexure GetBeam(ISection Shape, ISteelMaterial Material, ICalcLog Log, MomentAxis MomentAxis,
FlexuralCompressionFiberPosition compressionFiberPosition, bool IsRolledMember = true)
{
ISteelBeamFlexure beam = null;
if (MomentAxis == Common.Entities.MomentAxis.XAxis)
{
if (Shape is ISectionI)
{
ISectionI IShape = Shape as ISectionI;
SteelSectionI SectionI = new SteelSectionI(IShape, Material);
if (IShape.b_fBot == IShape.b_fTop && IShape.t_fBot == IShape.t_fTop) // doubly symmetric
{
DoublySymmetricIBeam dsBeam = new DoublySymmetricIBeam(SectionI, Log, compressionFiberPosition, IsRolledMember);
beam = dsBeam.GetBeamCase();
}
else
{
SinglySymmetricIBeam ssBeam = new SinglySymmetricIBeam(SectionI, IsRolledMember, compressionFiberPosition, Log);
beam = ssBeam.GetBeamCase();
}
}
else if (Shape is ISolidShape)
{
ISolidShape solidShape = Shape as ISolidShape;
SteelSolidSection SectionSolid = new SteelSolidSection(solidShape, Material);
beam = new BeamSolid(SectionSolid, Log, MomentAxis);
}
else if (Shape is ISectionChannel)
{
ISectionChannel ChannelShape = Shape as ISectionChannel;
SteelChannelSection ChannelSection = new SteelChannelSection(ChannelShape, Material);
beam = new BeamChannel(ChannelSection, IsRolledMember, Log);
IShapeCompactness compactness = new ShapeCompactness.ChannelMember(ChannelSection, IsRolledMember, compressionFiberPosition);
CompactnessClassFlexure flangeCompactness = compactness.GetFlangeCompactnessFlexure();
CompactnessClassFlexure webCompactness = compactness.GetWebCompactnessFlexure();
if (flangeCompactness != CompactnessClassFlexure.Compact || webCompactness != CompactnessClassFlexure.Compact)
{
throw new Exception("Channels with non-compact and slender flanges or webs are not supported. Revise input.");
}
}
else if (Shape is ISectionPipe)
{
ISectionPipe SectionPipe = Shape as ISectionPipe;
SteelPipeSection PipeSection = new SteelPipeSection(SectionPipe, Material);
beam = new BeamCircularHss(PipeSection, Log);
}
else if (Shape is ISectionTube)
{
ISectionTube TubeShape = Shape as ISectionTube;
SteelRhsSection RectHSS_Section = new SteelRhsSection(TubeShape, Material);
beam = new BeamRectangularHss(RectHSS_Section, compressionFiberPosition, MomentAxis, Log);
}
else if (Shape is ISectionBox)
{
ISectionBox BoxShape = Shape as ISectionBox;
SteelBoxSection BoxSection = new SteelBoxSection(BoxShape, Material);
beam = new BeamRectangularHss(BoxSection, compressionFiberPosition, MomentAxis, Log);
}
else if (Shape is ISectionTee)
{
ISectionTee TeeShape = Shape as ISectionTee;
SteelTeeSection TeeSection = new SteelTeeSection(TeeShape, Material);
beam = new BeamTee(TeeSection, Log);
}
else if (Shape is ISectionAngle)
{
ISectionAngle Angle = Shape as ISectionAngle;
SteelAngleSection AngleSection = new SteelAngleSection(Angle, Material);
beam = new BeamAngle(AngleSection, Log, Angle.AngleRotation, MomentAxis, Angle.AngleOrientation);
}
else if (Shape is ISolidShape)
{
ISolidShape SolidShape = Shape as ISolidShape;
SteelSolidSection SolidSection = new SteelSolidSection(SolidShape, Material);
beam = new BeamSolid(SolidSection, Log, MomentAxis);
}
else
{
throw new Exception("Specified section type is not supported for this node.");
}
}
else // weak axis
{
if (Shape is ISectionI)
{
ISectionI IShape = Shape as ISectionI;
SteelSectionI SectionI = new SteelSectionI(IShape, Material);
beam = new BeamIWeakAxis(SectionI, IsRolledMember, Log);
}
else
{
throw new NotImplementedException();
}
}
return(beam);
}
private ISteelBeamFlexure CreateRhsBeam(CompactnessClassFlexure FlangeCompactness, FlexuralCompressionFiberPosition compressionFiberPosition,
CompactnessClassFlexure WebCompactness,
ISectionTube RhsSec, ISteelMaterial Material, MomentAxis MomentAxis, ICalcLog Log)
{
SteelRhsSection steelSection = new SteelRhsSection(RhsSec, Material);
ISteelBeamFlexure beam = null;
beam = new BeamRectangularHss(steelSection, compressionFiberPosition, MomentAxis, Log);
return(beam);
}
private double GetFlangeThickness(MomentAxis MomentAxis )
{
double t_flange = 0.0;
if (ShapeTube!=null)
{
t_flange = ShapeTube.t_des;
}
else if (ShapeBox!=null)
{
if (MomentAxis == Common.Entities.MomentAxis.XAxis)
{
t_flange = ShapeBox.t_f;
}
else if (MomentAxis == Common.Entities.MomentAxis.YAxis)
{
t_flange = ShapeBox.t_w;
}
else
{
throw new Exception("Principal flexure calculation not supported. Select X-axis and Y-axis");
}
}
else
{
throw new ShapeTypeNotSupportedException(" effective moment of interia calculation for hollow section");
}
return t_flange;
}
protected virtual double GetLambdarf(FlexuralCompressionFiberPosition compressionFiberPosition, MomentAxis MomentAxis)
{
compactness = new ShapeCompactness.HollowMember(this.Section, compressionFiberPosition, MomentAxis);
return(compactness.GetFlangeLambda_r(StressType.Flexure));
}
private ISteelBeamFlexure CreateRhsBeam(CompactnessClassFlexure FlangeCompactness, FlexuralCompressionFiberPosition compressionFiberPosition,
CompactnessClassFlexure WebCompactness,
ISectionTube RhsSec, ISteelMaterial Material, MomentAxis MomentAxis, ICalcLog Log)
{
SteelRhsSection steelSection = new SteelRhsSection(RhsSec, Material);
ISteelBeamFlexure beam = null;
beam = new BeamRectangularHss(steelSection,compressionFiberPosition, MomentAxis, Log);
return beam;
}
public CompactnessClassFlexure GetFlangeCompactness(FlexuralCompressionFiberPosition compressionFiberPosition, MomentAxis MomentAxis)
{
ShapeCompactness.HollowMember compactness = new ShapeCompactness.HollowMember(this.Section, compressionFiberPosition, MomentAxis);
return(compactness.GetFlangeCompactnessFlexure());
}
public ISteelBeamFlexure GetBeam(ISection Shape, ISteelMaterial Material, ICalcLog Log, MomentAxis MomentAxis,
FlexuralCompressionFiberPosition compressionFiberPosition, bool IsRolledMember=true)
{
ISteelBeamFlexure beam = null;
if (MomentAxis == Common.Entities.MomentAxis.XAxis)
{
if (Shape is ISectionI)
{
ISectionI IShape = Shape as ISectionI;
SteelSectionI SectionI = new SteelSectionI(IShape, Material);
if (IShape.b_fBot == IShape.b_fTop && IShape.t_fBot == IShape.t_fTop) // doubly symmetric
{
DoublySymmetricIBeam dsBeam = new DoublySymmetricIBeam(SectionI, Log, compressionFiberPosition, IsRolledMember);
beam = dsBeam.GetBeamCase();
}
else
{
SinglySymmetricIBeam ssBeam = new SinglySymmetricIBeam(SectionI, IsRolledMember, compressionFiberPosition, Log );
beam = ssBeam.GetBeamCase();
}
}
else if (Shape is ISolidShape)
{
ISolidShape solidShape = Shape as ISolidShape;
SteelSolidSection SectionSolid = new SteelSolidSection(solidShape, Material);
beam = new BeamSolid(SectionSolid, Log, MomentAxis);
}
else if (Shape is ISectionChannel)
{
ISectionChannel ChannelShape = Shape as ISectionChannel;
SteelChannelSection ChannelSection = new SteelChannelSection(ChannelShape, Material);
beam = new BeamChannel(ChannelSection, IsRolledMember, Log);
IShapeCompactness compactness = new ShapeCompactness.ChannelMember(ChannelSection, IsRolledMember, compressionFiberPosition);
CompactnessClassFlexure flangeCompactness = compactness.GetFlangeCompactnessFlexure();
CompactnessClassFlexure webCompactness = compactness.GetWebCompactnessFlexure();
if (flangeCompactness != CompactnessClassFlexure.Compact || webCompactness != CompactnessClassFlexure.Compact)
{
throw new Exception("Channels with non-compact and slender flanges or webs are not supported. Revise input.");
}
}
else if (Shape is ISectionPipe)
{
ISectionPipe SectionPipe = Shape as ISectionPipe;
SteelPipeSection PipeSection = new SteelPipeSection(SectionPipe, Material);
beam = new BeamCircularHss(PipeSection, Log);
}
else if (Shape is ISectionTube)
{
ISectionTube TubeShape = Shape as ISectionTube;
SteelRhsSection RectHSS_Section = new SteelRhsSection(TubeShape, Material);
beam = new BeamRectangularHss(RectHSS_Section,compressionFiberPosition, MomentAxis, Log);
}
else if (Shape is ISectionBox)
{
ISectionBox BoxShape = Shape as ISectionBox;
SteelBoxSection BoxSection = new SteelBoxSection(BoxShape, Material);
beam = new BeamRectangularHss(BoxSection, compressionFiberPosition, MomentAxis, Log);
}
else if (Shape is ISectionTee)
{
ISectionTee TeeShape = Shape as ISectionTee;
SteelTeeSection TeeSection = new SteelTeeSection(TeeShape, Material);
beam = new BeamTee(TeeSection, Log);
}
else if (Shape is ISectionAngle)
{
ISectionAngle Angle = Shape as ISectionAngle;
SteelAngleSection AngleSection = new SteelAngleSection(Angle,Material);
beam = new BeamAngle(AngleSection, Log, Angle.AngleRotation, MomentAxis, Angle.AngleOrientation);
}
else if (Shape is ISolidShape)
{
ISolidShape SolidShape = Shape as ISolidShape;
SteelSolidSection SolidSection = new SteelSolidSection(SolidShape, Material);
beam = new BeamSolid(SolidSection, Log,MomentAxis);
}
else
{
throw new Exception("Specified section type is not supported for this node.");
}
}
else // weak axis
{
if (Shape is ISectionI)
{
ISectionI IShape = Shape as ISectionI;
SteelSectionI SectionI = new SteelSectionI(IShape, Material);
beam = new BeamIWeakAxis(SectionI, IsRolledMember, Log);
}
else
{
throw new NotImplementedException();
}
}
return beam;
}
protected virtual double GetCompressionFlangeWidth_b(MomentAxis MomentAxis)
{
// since section is symmetrical the location of compression fiber
// does not matter
double b_c = 0.0;
double B = 0.0;
B = GetSectionWidth(MomentAxis);
if (ShapeTube != null)
{
if (ShapeTube.CornerRadiusOutside == -1.0)
{
b_c = ShapeTube.B - 3.0 * ShapeTube.t_des;
}
else
{
b_c = ShapeTube.B - 2.0 * ShapeTube.CornerRadiusOutside;
}
}
else if (ShapeBox != null)
{
b_c = ShapeBox.B;
}
else
{
throw new ShapeTypeNotSupportedException(" effective moment of interia calculation for hollow section");
}
return b_c;
return b_c;
}
private double GetFlexuralTorsionalBucklingMomentCapacity(double L_b, double C_b,
FlexuralCompressionFiberPosition CompressionLocation, FlexuralAndTorsionalBracingType BracingType, MomentAxis MomentAxis)
{
double M_n = 0.0;
double M_n1 = 0.0;
double M_n2 = 0.0;
double M_e = GetM_e(L_b, C_b, CompressionLocation, BracingType, MomentAxis);
double M_y = GetYieldingMomentGeometricXCapacity(CompressionLocation, BracingType);
if (M_e <= M_y)
{
//F10-2
M_n1 = (0.92 - ((0.17 * M_e) / (M_y))) * M_e;
}
else
{
//F10-3
M_n1 = (1.92 - 1.17 * Math.Sqrt(((M_y) / (M_e)))) * M_y;
}
M_n2 = 1.5 * M_y;
M_n = Math.Min(M_n1, M_n2);
double phiM_n = 0.9 * M_n;
return(phiM_n);
}
protected double GetEffectiveFlangeWidth_beff(MomentAxis MomentAxis)
{
double b = GetCompressionFlangeWidth_b(MomentAxis);
double tf = GetFlangeThickness(MomentAxis);
double be = 1.92*tf*SqrtE_Fy()*(1.0-0.38/(b/tf)*SqrtE_Fy()-0.738); //(F7-4)
be = be > b? b :be;
be= be<0? 0 : be;
return be;
}
private double GetM_e(double L_b, double C_b, FlexuralCompressionFiberPosition CompressionLocation,
FlexuralAndTorsionalBracingType BracingType, MomentAxis MomentAxis)
{
double M_e;
if (MomentAxis == MomentAxis.MajorPrincipalAxis)
{
if (IsEqualLeg == true)
{
M_e = ((0.46 * E * Math.Pow(b, 2) * Math.Pow(t, 2) * C_b) / (L_b)); //F10-4
}
else
{
double beta_wCorrected;
//F10-5
if (CompressionLocation == FlexuralCompressionFiberPosition.Top)
{
if (AngleRotation == AngleRotation.FlatLegBottom)
{
if (d < b) //short leg in compression
{
beta_wCorrected = beta_w;
}
else
{
beta_wCorrected = -beta_w;
}
}
else
{
if (d > b) //short leg in compression
{
beta_wCorrected = beta_w;
}
else
{
beta_wCorrected = -beta_w;
}
}
}
else if (CompressionLocation == FlexuralCompressionFiberPosition.Bottom)
{
if (AngleRotation == AngleRotation.FlatLegBottom)
{
if (d > b)
{
beta_wCorrected = beta_w;
}
else
{
beta_wCorrected = -beta_w;
}
}
else
{
if (d < b)
{
beta_wCorrected = beta_w;
}
else
{
beta_wCorrected = -beta_w;
}
}
}
else
{
throw new CompressionFiberPositionException();
}
M_e = ((4.9 * E * I_z * C_b) / (Math.Pow(L_b, 2))) * (Math.Sqrt(Math.Pow(beta_wCorrected, 2) + 0.052 * Math.Pow((((L_b * t) / (r_z))), 2)) + beta_wCorrected);
}
}
else
{
if (CompressionLocation == FlexuralCompressionFiberPosition.Top)
{
//F10-6a
M_e = ((0.66 * E * Math.Pow(b, 4) * t * C_b) / (Math.Pow(L_b, 2))) * (Math.Sqrt(1 + 0.78 * Math.Pow((((L_b * t) / (Math.Pow(b, 2)))), 2)) - 1);
}
else
{
//F10-6b
M_e = ((0.66 * E * Math.Pow(b, 4) * t * C_b) / (Math.Pow(L_b, 2))) * (Math.Sqrt(1 + 0.78 * Math.Pow((((L_b * t) / (Math.Pow(b, 2)))), 2)) + 1);
}
if (BracingType == FlexuralAndTorsionalBracingType.AtPointOfMaximumMoment)
{
M_e = 1.25 * M_e;
}
}
return(M_e);
}
//ICompactnessElement FlangeCompactness;
//ICompactnessElement WebCompactness;
public HollowMember(ISteelSection section,
FlexuralCompressionFiberPosition compressionFiberPosition, MomentAxis MomentAxis)
{
ISection Section = section.Shape;
if (Section is ISectionTube || Section is ISectionPipe || Section is ISectionBox)
{
if (Section is ISectionTube)
{
ISectionTube tube = Section as ISectionTube;
if (MomentAxis == MomentAxis.XAxis)
{
FlangeCompactness = new FlangeOfRhs(section.Material, tube, MomentAxis);
WebCompactness = new WebOfRhs(section.Material, tube, MomentAxis);
}
else
{
WebCompactness = new FlangeOfRhs(section.Material, tube, MomentAxis);
FlangeCompactness = new WebOfRhs(section.Material, tube, MomentAxis);
}
}
if (Section is ISectionPipe)
{
ISectionPipe pipe = Section as ISectionPipe;
FlangeCompactness = new WallOfChs(section.Material, pipe);
WebCompactness = new WallOfChs(section.Material, pipe);
}
if (Section is ISectionBox)
{
ISectionBox box = Section as ISectionBox;
if (MomentAxis == MomentAxis.XAxis)
{
FlangeCompactness = new FlangeOfBox(section.Material, box);
WebCompactness = new WebOfBox(section.Material, box);
}
else
{
WebCompactness = new FlangeOfBox(section.Material, box);
FlangeCompactness = new WebOfBox(section.Material, box);
}
}
}
else
{
throw new SectionWrongTypeException("ISectionTube, ISectionPipe or ISectionBox");
}
}
private double GetReducedMomentOfInertiaX(MomentAxis MomentAxis, double ADeducted, double bRemoved, double tdes)
{
double IOriginal = GetMomentOfInertia(MomentAxis); //Section.Shape.I_x;
double h = GetSectionHeight(MomentAxis);
double yDeducted = (h - tdes) / 2.0;
double Ideducted = bRemoved * Math.Pow(tdes, 3) / 12.0;
//Use parallel axis theorem:
double IFinal = IOriginal - (ADeducted * Math.Pow(yDeducted, 2) + Ideducted);
return IFinal;
}
private double GetMomentOfInertia(MomentAxis MomentAxis)
{
double I;
if (MomentAxis == Common.Entities.MomentAxis.XAxis)
{
I = Section.Shape.I_x;
}
else if (MomentAxis == Common.Entities.MomentAxis.YAxis)
{
I = Section.Shape.I_y;
}
else
{
throw new Exception("Principal flexure calculation not supported. Select X-axis and Y-axis");
}
return I;
}
private double GetM_e(double L_b, double C_b, FlexuralCompressionFiberPosition CompressionLocation,
FlexuralAndTorsionalBracingType BracingType, MomentAxis MomentAxis)
{
double M_e;
if (MomentAxis == MomentAxis.MajorPrincipalAxis)
{
if (IsEqualLeg == true)
{
M_e = ((0.46 * E * Math.Pow(b, 2) * Math.Pow(t, 2) * C_b) / (L_b)); //F10-4
}
else
{
double beta_wCorrected;
//F10-5
if (CompressionLocation == FlexuralCompressionFiberPosition.Top)
{
if (AngleRotation == AngleRotation.FlatLegBottom)
{
if (d < b) //short leg in compression
{
beta_wCorrected = beta_w;
}
else
{
beta_wCorrected = -beta_w;
}
}
else
{
if (d > b) //short leg in compression
{
beta_wCorrected = beta_w;
}
else
{
beta_wCorrected = -beta_w;
}
}
}
else if (CompressionLocation == FlexuralCompressionFiberPosition.Bottom)
{
if (AngleRotation == AngleRotation.FlatLegBottom)
{
if (d > b)
{
beta_wCorrected = beta_w;
}
else
{
beta_wCorrected = -beta_w;
}
}
else
{
if (d < b)
{
beta_wCorrected = beta_w;
}
else
{
beta_wCorrected = -beta_w;
}
}
}
else
{
throw new CompressionFiberPositionException();
}
M_e = ((4.9 * E * I_z * C_b) / (Math.Pow(L_b, 2))) * (Math.Sqrt(Math.Pow(beta_wCorrected, 2) + 0.052 * Math.Pow((((L_b * t) / (r_z))), 2)) + beta_wCorrected);
}
}
else
{
if (CompressionLocation == FlexuralCompressionFiberPosition.Top)
{
//F10-6a
M_e = ((0.66 * E * Math.Pow(b, 4) * t * C_b) / (Math.Pow(L_b, 2))) * (Math.Sqrt(1 + 0.78 * Math.Pow((((L_b * t) / (Math.Pow(b, 2)))), 2)) - 1);
}
else
{
//F10-6b
M_e = ((0.66 * E * Math.Pow(b, 4) * t * C_b) / (Math.Pow(L_b, 2))) * (Math.Sqrt(1 + 0.78 * Math.Pow((((L_b * t) / (Math.Pow(b, 2)))), 2)) + 1);
}
if (BracingType == FlexuralAndTorsionalBracingType.AtPointOfMaximumMoment)
{
M_e = 1.25 * M_e;
}
}
return M_e;
}
