public static Dictionary<string, object> XAxisProperties(CustomProfile Shape)
{
//Default values
double x_e = 0;
double x_p = 0;
double I_x = 0;
double Z_x = 0;
double S_xBot = 0;
double S_xTop = 0;
double r_x = 0;
double A = 0;
x_e = Shape.Section.x_Bar;
x_p = Shape.Section.x_pBar;
I_x = Shape.Section.I_x;
Z_x = Shape.Section.Z_x;
S_xBot = Shape.Section.S_xBot;
S_xTop = Shape.Section.S_xTop;
r_x = Shape.Section.r_x;
A = Shape.Section.A;
return new Dictionary<string, object>
{
{ "x_e", x_e }
,{ "x_p", x_p }
,{ "I_x", I_x }
,{ "Z_x", Z_x }
,{ "S_xBot", S_xBot }
,{ "S_xTop", S_xTop }
,{ "r_x", r_x }
,{ "A", A }
};
}
public static Dictionary<string, object> CompositeIBeamWebOpeningShearStrength(CustomProfile IShape,double b_eff,double h_solid,double h_rib,
double F_y, double fc_prime, double N_anchors, double Q_n, double N_o, double a_o, double h_op, double e_op, double t_r, double b_r,
string HeadedAnchorDeckCondition ="Perpendicular", double w_rMin=4.0, double s_r=12.0, bool IsSingleSideReinforcement = true)
{
//Default values
double phiV_n = 0;
//Calculation logic:
ISectionI sectionI = IShape.Section as ISectionI;
if (sectionI == null)
{
throw new Exception("Specified shape type is not supported. Provide I-shape object as inputparameter");
}
DeckAtBeamCondition deckCondition;
bool IsValidHeadedAnchorDeckCondition = Enum.TryParse(HeadedAnchorDeckCondition, true, out deckCondition);
if (IsValidHeadedAnchorDeckCondition == false)
{
throw new Exception("Headed anchor position and group factor calculation failed. Invalid string provided for HeadedAnchorDeckCondition.");
}
CompositeIBeamWebOpening op = new CompositeIBeamWebOpening(sectionI, b_eff, h_solid, h_rib, F_y, fc_prime, N_anchors, Q_n, N_o, a_o, h_op, e_op,
t_r, b_r, deckCondition,w_rMin,s_r, IsSingleSideReinforcement);
phiV_n = op.GetShearStrength();
return new Dictionary<string, object>
{
{ "phiV_n", phiV_n }
};
}
public static Dictionary<string, object> FlexuralLateralTorsionalBuckling(CustomProfile Shape,string BendingAxis,string FlexuralCompressionLocation,double F_y,
double L_b, double C_b = 1.0, string FlexuralBracingCase = "NoLateralBracing", double E = 29000, bool IsRolledMember = true, string Code = "AISC360-10")
{
//Default values
double phiM_n = 0;
bool IsApplicableLimitState = false;
//Calculation logic:
MomentAxis Axis;
bool IsValidStringAxis = Enum.TryParse(BendingAxis, true, out Axis);
if (IsValidStringAxis == false)
{
throw new Exception("Axis selection not recognized. Check input string.");
}
FlexuralCompressionFiberPosition FlexuralCompression;
//Calculation logic:
bool IsValidStringCompressionLoc = Enum.TryParse(FlexuralCompressionLocation, true, out FlexuralCompression);
if (IsValidStringCompressionLoc == false)
{
throw new Exception("Flexural compression location selection not recognized. Check input string.");
}
FlexuralAndTorsionalBracingType Bracing;
//Calculation logic:
bool IsValidStringBracing = Enum.TryParse(FlexuralBracingCase, true, out Bracing);
if (IsValidStringBracing == false)
{
throw new Exception("Flexural bracing case selection not recognized. Check input string.");
}
SteelMaterial mat = new SteelMaterial(F_y, E);
FlexuralMemberFactory factory = new FlexuralMemberFactory();
ISteelBeamFlexure beam = factory.GetBeam(Shape.Section, mat, null, Axis, FlexuralCompression, IsRolledMember);
SteelLimitStateValue LTB = beam.GetFlexuralLateralTorsionalBucklingStrength(C_b, L_b, FlexuralCompression, Bracing);
phiM_n = LTB.Value;
IsApplicableLimitState = LTB.IsApplicable;
return new Dictionary<string, object>
{
{ "phiM_n", phiM_n }
,{ "IsApplicableLimitState", IsApplicableLimitState }
};
}
public static Dictionary<string, object> LimitingLengthForFlexuralYielding(CustomProfile Shape, double F_y, string BendingAxis="XAxis", string FlexuralCompressionLocation="Top",
double E = 29000, bool IsRolledMember = true, string Code = "AISC360-10")
{
//Default values
double L_pValue = 0;
bool IsApplicable = false;
//Calculation logic:
MomentAxis Axis;
//Calculation logic:
bool IsValidStringAxis = Enum.TryParse(BendingAxis, true, out Axis);
if (IsValidStringAxis == false)
{
throw new Exception("Axis selection not recognized. Check input string.");
}
FlexuralCompressionFiberPosition FlexuralCompression;
//Calculation logic:
bool IsValidStringCompressionLoc = Enum.TryParse(FlexuralCompressionLocation, true, out FlexuralCompression);
if (IsValidStringCompressionLoc == false)
{
throw new Exception("Flexural compression location selection not recognized. Check input string.");
}
SteelMaterial mat = new SteelMaterial(F_y, E);
FlexuralMemberFactory factory = new FlexuralMemberFactory();
ISteelBeamFlexure beam = factory.GetBeam(Shape.Section, mat, null, Axis, FlexuralCompression, IsRolledMember);
SteelLimitStateValue L_p =
beam.GetLimitingLengthForFullYielding_Lp(FlexuralCompression);
L_pValue = L_p.Value;
IsApplicable = L_p.IsApplicable;
IsApplicable = L_p.IsApplicable;
return new Dictionary<string, object>
{
{ "L_p", L_pValue }
,{ "IsApplicable", IsApplicable }
};
}
public static Dictionary <string, object> TorsionalProperties(CustomProfile Shape)
{
//Default values
double J = 0;
double C_w = 0;
J = Shape.Section.J;
C_w = Shape.Section.C_w;
return(new Dictionary <string, object>
{
{ "J", J }
, { "C_w", C_w }
});
}
public static Dictionary<string, object> ConnectedElementStrengthInFlexure(CustomProfile Shape,
double L_b, double F_y, double F_u, bool HasHolesInTensionFlange = false, double A_fg = 0, double A_fn = 0, bool IsCompactDoublySymmetricForFlexure = true, double C_b = 1,
string Code = "AISC360-10")
{
//Default values
double phiM_n = 0;
//Calculation logic:
ICalcLog log = new CalcLog();
ISection Isec = Shape.Section as ISection;
ISteelMaterial Material = new SteelMaterial(F_y, F_u, SteelConstants.ModulusOfElasticity, SteelConstants.ShearModulus);
AffectedElementInFlexure element = new AffectedElementInFlexure(Isec, F_y, F_u, HasHolesInTensionFlange, A_fg, A_fn, IsCompactDoublySymmetricForFlexure);
phiM_n = element.GetFlexuralStrength();
return new Dictionary<string, object>
{
{ "phiM_n", phiM_n }
};
}
public static Dictionary<string, object> TorsionalAndFlexuralTorsionalBucklingStrength(CustomProfile Shape,double L_ex,double L_ey,double L_ez,double F_y,double E,bool IsRolledMember,
string Code = "AISC360-10")
{
//Default values
double phiP_n = 0;
bool IsApplicable = true;
//Calculation logic:
CompressionMemberFactory f = new CompressionMemberFactory();
ISteelCompressionMember compMember = f.GetCompressionMember(Shape.Section, L_ex, L_ey, L_ez, F_y, E, IsRolledMember);
SteelLimitStateValue FlexuralTorsionalBuckling = compMember.GetTorsionalAndFlexuralTorsionalBucklingStrength();
phiP_n = FlexuralTorsionalBuckling.Value;
IsApplicable = FlexuralTorsionalBuckling.IsApplicable;
return new Dictionary<string, object>
{
{ "phiP_n", phiP_n },
{ "IsApplicable", IsApplicable }
};
}
public static Dictionary<string, object> LowerBoundMomentOfInertia(CustomProfile Shape, double b_eff, double h_solid, double h_rib, double F_y, double fc_prime,
double SumQ_n, string Code = "AISC360-10")
{
//Default values
double I_LB = 0;
//Calculation logic:
if (Shape.Section is ISliceableShapeProvider)
{
ISliceableShapeProvider prov = Shape.Section as ISliceableShapeProvider;
ISliceableSection sec = prov.GetSliceableShape();
CompositeBeamSection cs = new CompositeBeamSection(sec, b_eff, h_solid, h_rib, F_y, fc_prime);
I_LB = cs.GetLowerBoundMomentOfInertia(SumQ_n);
}
else
{
if (Shape.Section is ISliceableSection)
{
ISliceableSection sec = Shape.Section as ISliceableSection;
CompositeBeamSection cs = new CompositeBeamSection(sec, b_eff, h_solid, h_rib, F_y, fc_prime);
I_LB = cs.GetLowerBoundMomentOfInertia(SumQ_n);
}
else
{
throw new Exception("Shape type not supported. Please provide a shape object of standard geometry");
}
}
return new Dictionary<string, object>
{
{ "I_LB", I_LB }
};
}
public static Dictionary <string, object> FirstMomentOfAreaX(CustomProfile Shape, double Y_offset)
{
//Default values
double Q = 0.0;
if (Shape.Section is IFirstMomentOfAreaCalculatable)
{
IFirstMomentOfAreaCalculatable s = Shape.Section as IFirstMomentOfAreaCalculatable;
Q = s.GetFirstMomentOfAreaX(Y_offset);
}
else
{
throw new Exception("Provided shape does not support this calculation, or wrong object type is specified.");
}
return(new Dictionary <string, object>
{
{ "Q", Q }
});
}
public static Dictionary<string, object> SteelIBeamWebOpeningShearStrength(CustomProfile IShape,double F_y,double a_o,double h_op,
double e_op,double t_r,double b_r,bool IsSingleSideReinforcement)
{
//Default values
double phiV_n = 0;
//Calculation logic:
ISectionI sectionI = IShape.Section as ISectionI;
if (sectionI == null)
{
throw new Exception("Specified shape type is not supported. Provide I-shape object as inputparameter");
}
SteelIBeamWebOpening op = new SteelIBeamWebOpening(sectionI, F_y, a_o, h_op, e_op, t_r, b_r, IsSingleSideReinforcement);
phiV_n = op.GetShearStrength();
return new Dictionary<string, object>
{
{ "phiV_n", phiV_n }
};
}
public static Dictionary<string, object> PositiveMomentFlexuralStrength(CustomProfile Shape, double b_eff, double h_solid, double h_rib, double F_y, double fc_prime,
double SumQ_n, string Code = "AISC360-10")
{
//Default values
double phiM_n = 0;
//Calculation logic:
if (Shape.Section is ISliceableShapeProvider)
{
ISliceableShapeProvider prov = Shape.Section 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.Section is ISliceableSection)
{
ISliceableSection sec = Shape.Section 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 new Dictionary<string, object>
{
{ "phiM_n", phiM_n }
};
}
public static Dictionary<string, object> ChordSidewallShearStrength(string HssTrussConnectionMemberType, string HssTrussConnectionClassification, CustomProfile MainBranchSection, double theta_main, string AxialForceTypeMain,
CustomProfile SecondaryBranchSection, double theta_sec, string AxialForceTypeSecondary, double F_yb, CustomProfile ChordSection, double F_yc,
bool IsTensionChord, double P_uChord, double M_uChord, double O_v, string Code = "AISC360-10")
{
//Default values
double phiP_nMain = -1;
double phiP_nSec = -1;
bool IsApplicableMain = false;
bool IsApplicableSecn = false;
//Calculation logic:
//Not implemented
return new Dictionary<string, object>
{
{ "phiP_nMain", phiP_nMain }
,{ "phiP_nSec", phiP_nSec }
,{ "IsApplicableMain", IsApplicableMain }
,{ "IsApplicableSecn", IsApplicableSecn }
};
}
internal Compression(CustomProfile Shape, double L_ex, double L_ey, double L_ez, double F_y, double E, bool IsRolledMember)
{
}
public static Dictionary<string, object> ChordSidewallLocalCripplingStrength(string HssTrussConnectionMemberType, string HssTrussConnectionClassification, CustomProfile MainBranchSection, double theta_main, string AxialForceTypeMain,
CustomProfile SecondaryBranchSection, double theta_sec, string AxialForceTypeSecondary, double F_yb, CustomProfile ChordSection, double F_yc, bool IsTensionChord,
double P_uChord, double M_uChord, double O_v, string Code = "AISC360-10")
{
//Default values
double phiP_nMain = 0;
double phiP_nSec = 0;
bool IsApplicableMain = false;
bool IsApplicableSecn = false;
//Calculation logic:
#region Evaluate and update input
HssTrussConnectionMemberType _MemberType;
HssTrussConnectionClassification _Class;
AxialForceType _MainBranchForceType;
AxialForceType _SecondaryBranchForceType;
ISectionHollow _MainBranchSection;
ISectionHollow _SecondaryBranchSection;
ISectionHollow _ChordSection;
bool IsValidMemType = Enum.TryParse(HssTrussConnectionMemberType, true, out _MemberType);
if (IsValidMemType == false)
{
throw new Exception("Failed to convert string. HssTrussConnectionMemberType must be either RHS (rectanguar HSS) or CHS (circular HSS) . Please check input.");
}
bool IsValidIClass = Enum.TryParse(HssTrussConnectionClassification, true, out _Class);
if (IsValidIClass == false)
{
throw new Exception("Failed to convert string. HssTrussConnectionClassification needs to specify T,Y,X, GappedK or Overlapped K connection type. Please check input.");
}
bool IsValidMainForce = Enum.TryParse(AxialForceTypeMain, true, out _MainBranchForceType);
if (IsValidMainForce == false)
{
throw new Exception("Failed to convert string. Specify force as Tension, Compression or Reversible. Please check input.");
}
bool IsValidSecForce = Enum.TryParse(AxialForceTypeSecondary, true, out _SecondaryBranchForceType);
if (IsValidSecForce == false)
{
throw new Exception("Failed to convert string. Specify force as Tension, Compression or Reversible. Please check input.");
}
if (!(MainBranchSection.Section is ISectionHollow) || !(SecondaryBranchSection.Section is ISectionHollow) || !(ChordSection.Section is ISectionHollow))
{
throw new Exception("Failed to convert section. Section needs to be either a Pipe or a Tube. Please check input.");
}
_MainBranchSection = MainBranchSection.Section as ISectionHollow;
_SecondaryBranchSection = SecondaryBranchSection.Section as ISectionHollow;
_ChordSection = ChordSection.Section as ISectionHollow;
#endregion
HssTrussConnectionFactory factory = new HssTrussConnectionFactory();
IHssTrussBranchConnection conMain = factory.GetConnection(_MemberType, _Class, _ChordSection, _MainBranchSection, _SecondaryBranchSection, F_yc,
F_yb, theta_main, theta_sec, _MainBranchForceType, _SecondaryBranchForceType, IsTensionChord, P_uChord, M_uChord, O_v);
IHssTrussBranchConnection conSec = factory.GetConnection(_MemberType, _Class, _ChordSection, _SecondaryBranchSection, _MainBranchSection, F_yc,
F_yb, theta_sec, theta_main, _SecondaryBranchForceType, _MainBranchForceType, IsTensionChord, P_uChord, M_uChord, O_v);
phiP_nMain = conMain.GetChordSidewallLocalCripplingStrength().Value;
phiP_nSec = conSec.GetChordSidewallLocalCripplingStrength().Value;
IsApplicableMain = conMain.GetChordSidewallLocalCripplingStrength().IsApplicable;
IsApplicableSecn = conSec.GetChordSidewallLocalCripplingStrength().IsApplicable;
return new Dictionary<string, object>
{
{ "phiP_nMain", phiP_nMain }
,{ "phiP_nSec", phiP_nSec }
,{ "IsApplicableMain", IsApplicableMain }
,{ "IsApplicableSecn", IsApplicableSecn }
};
}
public Dictionary<string, object> ConnectedElementStrengthInFlexure(CustomProfile Shape, Double L_b, Double F_y, Double F_u, Boolean HasHolesInTensionFlange, Double A_fg = 0, Double A_fn = 0, Boolean IsCompactDoublySymmetricForFlexure = false, Double C_b = 1)
{
return WosadSteel.AISC_10.Connection.AffectedElements.ConnectedElementStrengthInFlexure(Shape, L_b, F_y, F_u, HasHolesInTensionFlange, A_fg, A_fn, IsCompactDoublySymmetricForFlexure, C_b);
}
public static Dictionary<string, object> ChordWallPlastificationStrength(string HssTrussConnectionMemberType, string HssTrussConnectionClassification, CustomProfile MainBranchSection, double theta_main,
string AxialForceTypeMain,
CustomProfile SecondaryBranchSection, double theta_sec, string AxialForceTypeSecondary, double F_yb, CustomProfile ChordSection, double F_yc, bool IsTensionChord,
double P_uChord, double M_uChord, double O_v, string Code = "AISC360-10")
{
//Default values
double phiP_nMain = 0;
double phiP_nSec = 0;
bool IsApplicableMain = false;
bool IsApplicableSecn = false;
//Calculation logic:
#region Evaluate and update input
HssTrussConnectionMemberType _MemberType;
HssTrussConnectionClassification _Class;
AxialForceType _MainBranchForceType;
AxialForceType _SecondaryBranchForceType;
ISectionHollow _MainBranchSection;
ISectionHollow _SecondaryBranchSection;
ISectionHollow _ChordSection;
bool IsValidMemType = Enum.TryParse(HssTrussConnectionMemberType, true, out _MemberType);
if (IsValidMemType == false)
{
throw new Exception("Failed to convert string. HssTrussConnectionMemberType must be either RHS (rectanguar HSS) or CHS (circular HSS) . Please check input.");
}
bool IsValidIClass = Enum.TryParse(HssTrussConnectionClassification, true, out _Class);
if (IsValidIClass == false)
{
throw new Exception("Failed to convert string. HssTrussConnectionClassification needs to specify T,Y,X, GappedK or Overlapped K connection type. Please check input.");
}
bool IsValidMainForce = Enum.TryParse(AxialForceTypeMain, true, out _MainBranchForceType);
if (IsValidMainForce == false)
{
throw new Exception("Failed to convert string. Specify force as Tension, Compression or Reversible. Please check input.");
}
bool IsValidSecForce = Enum.TryParse(AxialForceTypeSecondary, true, out _SecondaryBranchForceType);
if (IsValidSecForce == false)
{
throw new Exception("Failed to convert string. Specify force as Tension, Compression or Reversible. Please check input.");
}
if (!(MainBranchSection.Section is ISectionHollow) || !(SecondaryBranchSection.Section is ISectionHollow) || !(ChordSection.Section is ISectionHollow))
{
throw new Exception("Failed to convert section. Section needs to be either a Pipe or a Tube. Please check input.");
}
_MainBranchSection = MainBranchSection.Section as ISectionHollow;
_SecondaryBranchSection = SecondaryBranchSection.Section as ISectionHollow;
_ChordSection = ChordSection.Section as ISectionHollow;
#endregion
HssTrussConnectionFactory factory = new HssTrussConnectionFactory();
bool IsKConnection = _Class == Wosad.Steel.AISC.Entities.HssTrussConnectionClassification.GappedK || _Class == Wosad.Steel.AISC.Entities.HssTrussConnectionClassification.OverlappedK ? true : false;
if (IsKConnection == true && _MemberType == Wosad.Steel.AISC.Entities.HssTrussConnectionMemberType.Chs && _MainBranchForceType == AxialForceType.Reversible && _SecondaryBranchForceType == AxialForceType.Reversible)
{
// account for load reversal in branches
IHssTrussBranchConnection conMain1 = factory.GetConnection(_MemberType, _Class, _ChordSection, _MainBranchSection, _SecondaryBranchSection, F_yc,
F_yb, theta_main, theta_sec, AxialForceType.Compression, AxialForceType.Tension, IsTensionChord, P_uChord, M_uChord, O_v);
IHssTrussBranchConnection conMain2 = factory.GetConnection(_MemberType, _Class, _ChordSection, _MainBranchSection, _SecondaryBranchSection, F_yc,
F_yb, theta_main, theta_sec, AxialForceType.Tension, AxialForceType.Compression, IsTensionChord, P_uChord, M_uChord, O_v);
IHssTrussBranchConnection conSec1 = factory.GetConnection(_MemberType, _Class, _ChordSection, _SecondaryBranchSection, _MainBranchSection, F_yc,
F_yb, theta_sec, theta_main, AxialForceType.Compression, AxialForceType.Tension, IsTensionChord, P_uChord, M_uChord, O_v);
IHssTrussBranchConnection conSec2 = factory.GetConnection(_MemberType, _Class, _ChordSection, _SecondaryBranchSection, _MainBranchSection, F_yc,
F_yb, theta_sec, theta_main, AxialForceType.Tension, AxialForceType.Compression, IsTensionChord, P_uChord, M_uChord, O_v);
SteelLimitStateValue main1 = conMain1.GetChordWallPlastificationStrength(true);
SteelLimitStateValue main2 = conMain2.GetChordWallPlastificationStrength(true);
SteelLimitStateValue sec1 = conSec1.GetChordWallPlastificationStrength(true);
SteelLimitStateValue sec2 = conSec2.GetChordWallPlastificationStrength(true);
phiP_nMain = Math.Min(main1.Value, main2.Value);
phiP_nMain = Math.Min(sec1.Value, sec2.Value);
IsApplicableMain = main1.IsApplicable;
IsApplicableSecn = sec1.IsApplicable;
}
else
{
IHssTrussBranchConnection conMain = factory.GetConnection(_MemberType, _Class, _ChordSection, _MainBranchSection, _SecondaryBranchSection, F_yc,
F_yb, theta_main, theta_sec, _MainBranchForceType, _SecondaryBranchForceType, IsTensionChord, P_uChord, M_uChord, O_v);
IHssTrussBranchConnection conSec = factory.GetConnection(_MemberType, _Class, _ChordSection, _SecondaryBranchSection, _MainBranchSection, F_yc,
F_yb, theta_sec, theta_main, _SecondaryBranchForceType, _MainBranchForceType, IsTensionChord, P_uChord, M_uChord, O_v);
SteelLimitStateValue main = conMain.GetChordWallPlastificationStrength(true);
SteelLimitStateValue sec = conSec.GetChordWallPlastificationStrength(true);
phiP_nMain = main.Value;
phiP_nSec = sec.Value;
IsApplicableMain = main.IsApplicable;
IsApplicableSecn = sec.IsApplicable;
}
return new Dictionary<string, object>
{
{ "phiP_nMain", phiP_nMain }
,{ "phiP_nSec", phiP_nSec }
,{ "IsApplicableMain", IsApplicableMain }
,{ "IsApplicableSecn", IsApplicableSecn }
};
}
public static Dictionary<string, object> TorsionalProperties(CustomProfile Shape)
{
//Default values
double J = 0;
double C_w = 0;
J = Shape.Section.J;
C_w = Shape.Section.C_w;
return new Dictionary<string, object>
{
{ "J", J }
,{ "C_w", C_w }
};
}
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 static Dictionary<string, object> YAxisProperties(CustomProfile Shape)
{
//Default values
double y_e = 0;
double y_p = 0;
double I_y = 0;
double Z_y = 0;
double S_yLeft = 0;
double S_yRight = 0;
double r_y = 0;
double A = 0;
y_e = Shape.Section.y_Bar;
y_p = Shape.Section.y_pBar;
I_y = Shape.Section.I_y;
Z_y = Shape.Section.Z_y;
S_yLeft = Shape.Section.S_yLeft;
S_yRight = Shape.Section.S_yRight;
r_y = Shape.Section.r_y;
A = Shape.Section.A;
return new Dictionary<string, object>
{
{ "y_e", y_e }
,{ "y_p", y_p }
,{ "I_y", I_y }
,{ "Z_y", Z_y }
,{ "S_yLeft", S_yLeft }
,{ "S_yRight", S_yRight }
,{ "r_y", r_y }
,{ "A", A }
};
}
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 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 Compression ByInputParameters(CustomProfile Shape, double L_ex, double L_ey, double L_ez, double F_y, double E, bool IsRolledMember)
{
return new Compression(Shape, L_ex, L_ey, L_ez, F_y, E, IsRolledMember);
}
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 }
};
}