public ChsTrussYConnection(SteelChsSection Chord, SteelChsSection MainBranch, double thetaMain, AxialForceType ForceTypeMain,
SteelChsSection SecondBranch, double thetaSecond, AxialForceType ForceTypeSecond, bool IsTensionChord,
double P_uChord, double M_uChord) : base(Chord, MainBranch, thetaMain, ForceTypeMain,
SecondBranch, thetaSecond, ForceTypeSecond, IsTensionChord,
P_uChord, M_uChord)
{
}
public ChsTransversePlate(SteelChsSection Hss, SteelPlateSection Plate, ICalcLog CalcLog, bool IsTensionHss,
double P_uHss, double M_uHss)
: base(Hss, Plate, CalcLog, IsTensionHss, P_uHss, M_uHss)
{
//assume 90 degrees for plate angle
Angle = 90.0;
}
public ChsTrussBranchConnection(SteelChsSection Chord, SteelChsSection MainBranch, double thetaMain, AxialForceType ForceTypeMain,
SteelChsSection SecondBranch, double thetaSecond, AxialForceType ForceTypeSecond, bool IsTensionChord,
double P_uChord, double M_uChord) : base(IsTensionChord, P_uChord, M_uChord)
{
this.Chord = Chord;
this.MainBranch = MainBranch;
this.thetaMain = thetaMain;
}
/// <summary>
/// K-connection base class
/// NOTE THAT IT IS CRITICAL TO SPECIFY MAIN BRANCH AS COMPRESSION BRANCH
/// </summary>
/// <param name="Chord">Chord object instance</param>
/// <param name="MainBranch">Branch object instance</param>
/// <param name="thetaMain">Main branch angle</param>
/// <param name="ForceTypeMain">Main branch force type</param>
/// <param name="SecondBranch">Branch object instance</param>
/// <param name="thetaSecond">Secondary branch angle</param>
/// <param name="ForceTypeSecond">Secondary branch force type</param>
/// <param name="IsTensionChord">Identifies if branch is in tension</param>
/// <param name="P_uChord">Design axial force in chord</param>
/// <param name="M_uChord">Design moment in chord</param>
/// <param name="g">Gap</param>
public ChsTrussKConnection(SteelChsSection Chord, SteelChsSection MainBranch, double thetaMain, AxialForceType ForceTypeMain,
SteelChsSection SecondBranch, double thetaSecond, AxialForceType ForceTypeSecond, bool IsTensionChord,
double P_uChord, double M_uChord, double g) : base(Chord, IsTensionChord,
P_uChord, M_uChord)
{
this.g = g;
#region Assign chord sections based on forces
if (ForceTypeMain == AxialForceType.Compression && ForceTypeSecond == AxialForceType.Compression)
{
throw new Exception("Branch force types need to be specified to have opposite signs for K conncection");
}
if (ForceTypeMain == AxialForceType.Tension && ForceTypeSecond == AxialForceType.Tension)
{
throw new Exception("Branch force types need to be specified to have opposite signs for K conncection");
}
//if (ForceTypeMain == AxialForceType.Reversible && ForceTypeSecond == AxialForceType.Reversible)
//{
// this.MainBranch = MainBranch;
// this.thetaMain = thetaMain;
// this.ForceTypeMain = ForceTypeMain;
// this.SecondBranch = SecondBranch;
// this.thetaSecond = thetaSecond;
// this.ForceTypeSecond = ForceTypeSecond;
//}
//if (ForceTypeMain == AxialForceType.Compression && ForceTypeSecond == AxialForceType.Reversible)
//{
this.MainBranch = MainBranch;
this.thetaMain = thetaMain;
this.ForceTypeMain = ForceTypeMain;
this.SecondBranch = SecondBranch;
this.thetaSecond = thetaSecond;
this.ForceTypeSecond = ForceTypeSecond;
//}
//if (ForceTypeMain == AxialForceType.Tension && ForceTypeSecond == AxialForceType.Reversible)
//{
// this.MainBranch = SecondBranch;
// this.thetaMain = thetaSecond;
// this.ForceTypeMain = ForceTypeSecond;
// this.SecondBranch = MainBranch;
// this.thetaSecond = thetaMain;
// this.ForceTypeSecond = ForceTypeMain;
//}
#endregion
}
public ChsLongitudinalPlate(SteelChsSection Hss, SteelPlateSection Plate, ICalcLog CalcLog, bool IsTensionHss, double Angle,
double P_uHss, double M_uHss)
: base(Hss, Plate, CalcLog, IsTensionHss, P_uHss, M_uHss)
{
this.Angle = Angle;
}
public ChsToPlateConnection(SteelChsSection Hss, SteelPlateSection Plate, ICalcLog CalcLog, bool IsTensionHss, double P_uHss, double M_uHss)
: base(IsTensionHss, P_uHss, M_uHss, CalcLog)
{
this.hss = Hss;
this.plate = Plate;
}
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 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 ChsCapPlate(SteelChsSection Hss, SteelPlateSection Plate, double t_plCap, ICalcLog CalcLog, bool IsTensionHss, double P_uHss, double M_uHss)
: base(Hss, Plate, CalcLog, IsTensionHss, P_uHss, M_uHss)
{
this.t_plCap = t_plCap;
}
public ChsTrussBranchConnection(SteelChsSection Chord, bool IsTensionChord,
double P_uChord, double M_uChord)
: base(IsTensionChord, P_uChord, M_uChord)
{
this.Chord = Chord;
}
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 }
});
}
