double get_t()
{
double t = 0;
ISectionRectangular rect = sectionSolid as ISectionRectangular;
if (MomentAxis == Common.Entities.MomentAxis.XAxis)
{
if (rect != null)
{
t = rect.B;
}
}
else if (MomentAxis == Common.Entities.MomentAxis.YAxis)
{
if (rect != null)
{
t = rect.H;
}
}
else
{
throw new FlexuralBendingAxisException();
}
return(t);
}
public PlateProjectedFromBuiltUpIShape(ISteelMaterial Material, ISectionI SectionI,
ISectionRectangular plate,
FlexuralCompressionFiberPosition compressionFiberPosition)
: base(Material, SectionI, compressionFiberPosition)
{
this.plate = plate;
}
public PlateProjectedFromBuiltUpIShape(ISteelMaterial Material, ISectionI SectionI,
ISectionRectangular plate,
FlexuralCompressionFiberPosition compressionFiberPosition)
: base(Material, SectionI, compressionFiberPosition)
{
this.plate = plate;
}
public PlateProjectedFromRolledIShape(ISteelMaterial Material, ISectionRectangular s)
:base(Material)
{
double bf = s.H;
double tf=s.B;
base.Overhang = bf;
base.Thickness = tf;
}
public PlateProjectedFromRolledIShape(ISteelMaterial Material, ISectionRectangular s)
: base(Material)
{
double bf = s.H;
double tf = s.B;
base.Overhang = bf;
base.Thickness = tf;
}
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);
}
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);
}
private List <KodestructAci.RebarPoint> GetLongitudinalBars(ISectionRectangular shape, double h_total, double t_w,
string RebarSizeId, double N_curtains, double s, double c_edge,
BoundaryZone BoundaryZoneTop, BoundaryZone BoundaryZoneBottom, IRebarMaterial LongitudinalRebarMaterial)
{
List <KodestructAci.RebarPoint> BzTopBars = GetBoundaryZoneBars(BoundaryZoneTop, LongitudinalRebarMaterial, new Point2D(0.0, shape.H / 2.0 - BoundaryZoneTop.h / 2.0), true);
List <KodestructAci.RebarPoint> BzBottomBars = GetBoundaryZoneBars(BoundaryZoneBottom, LongitudinalRebarMaterial, new Point2D(0.0, BoundaryZoneTop.h / 2.0 - shape.H / 2.0), false);
List <KodestructAci.RebarPoint> retBars = null;
if (N_curtains != 0)
{
List <KodestructAci.RebarPoint> WallBars = GetWallBars(h_total, t_w, RebarSizeId, N_curtains, s,
BoundaryZoneTop.h, BoundaryZoneBottom.h, c_edge, LongitudinalRebarMaterial);
retBars = BzTopBars.Concat(BzBottomBars).Concat(WallBars).ToList();
}
else
{
retBars = BzTopBars.Concat(BzBottomBars).ToList();
}
return(retBars);
}
public SteelRectangleSection(ISectionRectangular Section, ISteelMaterial Material)
: base(Material)
{
this.section = Section;
}
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 SteelPlateSection(ISectionRectangular Section, ISteelMaterial Material)
:base(Material)
{
this.section = Section;
}
public static Dictionary <string, object> HssToTransversePlateLocalCripplingAndYieldingStrengthOfHss(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;
KodestructSection.SectionRectangular rSect;
if (rect.B <= rect.H)
{
rSect = new KodestructSection.SectionRectangular(rect.B, rect.H);
}
else
{
rSect = new KodestructSection.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.GetLocalCripplingAndYieldingStrengthOfHss();
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.GetLocalCripplingAndYieldingStrengthOfHss();
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 double GetPureTorsionStressForClosedSection(ISection section, double T_u)
{
double tau;
double b, h, t, J, R;
if (section is ISolidShape)
{
if (section is ISectionRectangular)
{
ISectionRectangular sr = section as ISectionRectangular;
J = sr.J;
R = Math.Min(sr.B, sr.H);
}
else if (section is ISectionRound)
{
ISectionRound srou = section as ISectionRound;
J = srou.J;
R = srou.D / 2.0;
}
else
{
throw new Exception("Section type is not applicable for closed section analysis");
}
tau = T_u * R / J;
}
else if (section is ISectionHollow)
{
if (section is ISectionTube || section is ISectionBox)
{
if (section is ISectionBox)
{
ISectionBox sb = section as ISectionBox;
b = sb.B;
h = sb.H;
t = Math.Min(sb.t_f, sb.t_w);
}
else if (section is ISectionTube)
{
ISectionTube sT = section as ISectionTube;
b = sT.B;
h = sT.H;
t = sT.t_des;
}
else
{
throw new Exception("Section type is not applicable for closed section analysis");
}
tau = GetBoxShearStress(T_u, b, h, t);
}
else if (section is ISectionPipe)
{
ISectionPipe pipe = section as ISectionPipe;
R = pipe.D / 2.0;
J = pipe.J;
tau = GetPipeStress(T_u, R, J);
}
else
{
throw new Exception("Section type is not applicable for closed section analysis");
}
}
else
{
throw new Exception("Section type is not applicable for closed section analysis");
}
return(tau);
}
public ISteelCompressionMember GetCompressionMember(ISection Shape, double L_ex, double L_ey, double L_ez, double F_y, double E, bool IsRolledShape = true)
{
string DEFAULT_EXCEPTION_STRING = "Selected shape is not supported. Select a different shape.";
ISteelCompressionMember col = null;
CalcLog log = new CalcLog();
SteelMaterial Material = new SteelMaterial(F_y, E);
if (Shape == null)
{
return(new ColumnGeneral(null, L_ex, L_ey, L_ez));
}
if (Shape is ISectionI)
{
ISectionI IShape = Shape as ISectionI;
SteelSectionI SectionI = new SteelSectionI(IShape, Material);
IShapeFactory IShapeFactory = new IShapeFactory();
return(IShapeFactory.GetIshape(SectionI, IsRolledShape, L_ex, L_ey, L_ez));
}
else if (Shape is ISectionChannel)
{
ISectionChannel ChannelShape = Shape as ISectionChannel;
SteelChannelSection ChannelSection = new SteelChannelSection(ChannelShape, Material);
throw new Exception(DEFAULT_EXCEPTION_STRING);
}
else if (Shape is ISectionPipe)
{
ISectionPipe SectionPipe = Shape as ISectionPipe;
SteelPipeSection PipeSection = new SteelPipeSection(SectionPipe, Material);
ChsShapeFactory ChsFactory = new ChsShapeFactory();
return(ChsFactory.GetChsShape(PipeSection, L_ex, L_ey, L_ez, log));
}
else if (Shape is ISectionTube)
{
ISectionTube TubeShape = Shape as ISectionTube;
SteelRhsSection RectHSS_Section = new SteelRhsSection(TubeShape, Material);
RhsShapeFactory RhsFactory = new RhsShapeFactory();
return(RhsFactory.GetRhsShape(RectHSS_Section, L_ex, L_ey, L_ez));
}
else if (Shape is ISectionBox)
{
ISectionBox BoxShape = Shape as ISectionBox;
SteelBoxSection BoxSection = new SteelBoxSection(BoxShape, Material);
RhsShapeFactory RhsFactory = new RhsShapeFactory();
return(RhsFactory.GetRhsShape(BoxSection, L_ex, L_ey, L_ez));
}
else if (Shape is ISectionRectangular || Shape is ISectionRound)
{
ISteelSection solidSec;
if (Shape is ISectionRectangular)
{
ISectionRectangular RectangleShape = Shape as ISectionRectangular;
solidSec = new SteelRectangleSection(RectangleShape, Material);
}
else
{
ISectionRound rnd = Shape as ISectionRound;
solidSec = new SteelRoundSection(rnd, Material);
}
CompressionMemberRectangle SolidShapeSection = new CompressionMemberRectangle(solidSec, L_ex, L_ey, L_ez);
return(SolidShapeSection);
}
else if (Shape is ISectionTee)
{
ISectionTee TeeShape = Shape as ISectionTee;
SteelTeeSection TeeSection = new SteelTeeSection(TeeShape, Material);
IShapeCompactness compactnessTee = new ShapeCompactness.TeeMember(TeeSection);
CompactnessClassAxialCompression flangeCompactness = compactnessTee.GetFlangeCompactnessCompression();
CompactnessClassAxialCompression stemCompactness = compactnessTee.GetWebCompactnessCompression();
if (flangeCompactness == CompactnessClassAxialCompression.NonSlender && stemCompactness == CompactnessClassAxialCompression.NonSlender)
{
return(new ColumnTee(TeeSection, IsRolledShape, L_ex, L_ey, L_ez));
}
else
{
throw new Exception(DEFAULT_EXCEPTION_STRING);
}
}
else
{
throw new Exception(DEFAULT_EXCEPTION_STRING);
}
}
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 }
});
}
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;
KodestructSection.SectionRectangular rSect;
if (rect.B <= rect.H)
{
rSect = new KodestructSection.SectionRectangular(rect.B, rect.H);
}
else
{
rSect = new KodestructSection.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 }
});
}