public void HssOverlappedKConnectionReturnsYieldingOfBranchesFromUnevenDistributionValue()
{
SectionTube ch = new SectionTube(null, 8, 8, 0.5, 0.465);
SteelMaterial mat = new SteelMaterial(46.0);
SteelRhsSection Chord = new SteelRhsSection(ch, mat);
SectionTube mainBranch = new SectionTube(null, 6, 4, 5.0 / 16.0, 0.291);
SteelRhsSection MainBranch = new SteelRhsSection(mainBranch, mat);
SectionTube secBranch = new SectionTube(null, 5, 3, 1.0 / 4.0, 0.233);
SteelRhsSection SecondaryBranch = new SteelRhsSection(secBranch, mat);
double O_v = 0.533;
IHssTrussBranchConnection con = new RhsTrussOverlappedConnection(Chord, MainBranch, 45,
SecondaryBranch, 45,
AxialForceType.Compression, AxialForceType.Tension, false, 0, 0, O_v
);
double phiP_nMain = con.GetBranchYieldingFromUnevenLoadDistributionStrength(true).Value;
double refValueMain = 236;
double actualToleranceMain = EvaluateActualTolerance(phiP_nMain, refValueMain);
Assert.LessOrEqual(actualToleranceMain, tolerance);
double phiP_nSec = con.GetBranchYieldingFromUnevenLoadDistributionStrength(false).Value;
double refValueSec = 151;
double actualToleranceSec = EvaluateActualTolerance(phiP_nSec, refValueSec);
Assert.LessOrEqual(actualToleranceSec, tolerance);
}
public void HssGappedKConnectionReturnsYieldingOfBranchesFromUnevenDistributionValue()
{
SectionTube ch = new SectionTube(null, 12, 12, 0.625, 0.581);
SteelMaterial mat = new SteelMaterial(46.0);
SteelRhsSection Chord = new SteelRhsSection(ch, mat);
SectionTube mainBranch = new SectionTube(null, 8, 8, 0.375, 0.349);
SteelRhsSection MainBranch = new SteelRhsSection(mainBranch, mat);
SectionTube secBranch = new SectionTube(null, 8, 8, 0.375, 0.349);
SteelRhsSection SecondaryBranch = new SteelRhsSection(secBranch, mat);
IHssTrussBranchConnection con = new RhsTrussGappedKConnection(Chord, MainBranch, 45,
SecondaryBranch, 45,
AxialForceType.Compression, AxialForceType.Tension, false, 430, 0
);
//Note: not clear in the design guide why moment is ignored in chord utilization calculation
double phiP_nMain = con.GetChordWallPlastificationStrength(true).Value;
double refValueMain = 415;
double actualToleranceMain = EvaluateActualTolerance(phiP_nMain, refValueMain);
Assert.LessOrEqual(actualToleranceMain, tolerance);
double phiP_nSec = con.GetBranchYieldingFromUnevenLoadDistributionStrength(false).Value;
double refValueSec = 415;
double actualToleranceSec = EvaluateActualTolerance(phiP_nSec, refValueSec);
Assert.LessOrEqual(actualToleranceSec, tolerance);
}
public void HssOverlappedKConnectionReturnsYieldingOfBranchesFromUnevenDistributionValue()
{
SectionTube ch = new SectionTube(null, 8, 8, 0.5, 0.465);
SteelMaterial mat = new SteelMaterial(46.0);
SteelRhsSection Chord = new SteelRhsSection(ch, mat);
SectionTube mainBranch = new SectionTube(null, 6, 4, 5.0 / 16.0, 0.291);
SteelRhsSection MainBranch = new SteelRhsSection(mainBranch, mat);
SectionTube secBranch = new SectionTube(null, 5, 3, 1.0 / 4.0, 0.233);
SteelRhsSection SecondaryBranch = new SteelRhsSection(secBranch, mat);
double O_v = 0.533;
IHssTrussBranchConnection con = new RhsTrussOverlappedConnection(Chord, MainBranch, 45,
SecondaryBranch, 45,
AxialForceType.Compression, AxialForceType.Tension, false, 0, 0, O_v
);
double phiP_nMain = con.GetBranchYieldingFromUnevenLoadDistributionStrength(true).Value;
double refValueMain = 236;
double actualToleranceMain = EvaluateActualTolerance(phiP_nMain, refValueMain);
Assert.True(actualToleranceMain <= tolerance);
double phiP_nSec = con.GetBranchYieldingFromUnevenLoadDistributionStrength(false).Value;
double refValueSec = 151;
double actualToleranceSec = EvaluateActualTolerance(phiP_nSec, refValueSec);
Assert.True(actualToleranceSec <= tolerance);
}
public RhsTYXTrussBranchConnection(SteelRhsSection Chord, SteelRhsSection BranchMain, double thetaMain,
SteelRhsSection BranchSecondary, double thetaSecondary, AxialForceType ForceTypeMain, AxialForceType ForceTypeSecond, bool IsTensionChord,
double P_uChord, double M_uChord)
: base( Chord, BranchMain, thetaMain, ForceTypeMain, BranchSecondary, thetaSecondary, ForceTypeSecond, IsTensionChord, P_uChord, M_uChord)
{
}
public void HssGappedKConnectionReturnsYieldingOfBranchesFromUnevenDistributionValue()
{
SectionTube ch = new SectionTube(null, 12, 12, 0.625, 0.581);
SteelMaterial mat = new SteelMaterial(46.0);
SteelRhsSection Chord = new SteelRhsSection(ch, mat);
SectionTube mainBranch = new SectionTube(null, 8, 8, 0.375, 0.349);
SteelRhsSection MainBranch = new SteelRhsSection(mainBranch, mat);
SectionTube secBranch = new SectionTube(null, 8, 8, 0.375, 0.349);
SteelRhsSection SecondaryBranch = new SteelRhsSection(secBranch, mat);
IHssTrussBranchConnection con = new RhsTrussGappedKConnection(Chord, MainBranch, 45,
SecondaryBranch, 45,
AxialForceType.Compression, AxialForceType.Tension, false, 430, 0
);
//Note: not clear in the design guide why moment is ignored in chord utilization calculation
double phiP_nMain = con.GetChordWallPlastificationStrength(true).Value;
double refValueMain = 415;
double actualToleranceMain = EvaluateActualTolerance(phiP_nMain, refValueMain);
Assert.True(actualToleranceMain <= tolerance);
double phiP_nSec = con.GetBranchYieldingFromUnevenLoadDistributionStrength(false).Value;
double refValueSec = 415;
double actualToleranceSec = EvaluateActualTolerance(phiP_nSec, refValueSec);
Assert.True(actualToleranceSec <= tolerance);
}
public RhsTrussOverlappedConnection(SteelRhsSection Chord, SteelRhsSection MainBranch, double thetaMain,
SteelRhsSection SecondBranch, double thetaSecond, AxialForceType ForceTypeMain, AxialForceType ForceTypeSecond, bool IsTensionChord,
double P_uChord, double M_uChord,
double O_v)
: base(Chord, MainBranch, thetaMain, ForceTypeMain, SecondBranch, thetaSecond, ForceTypeSecond, IsTensionChord, P_uChord, M_uChord)
{
this.O_v = O_v;
}
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 void CreateElements()
{
SectionTube ch = new SectionTube(null, 8, 8, 1 / 4.0, 0.93 * (1.0 / 4.0), 0.35);
SteelMaterial mat = new SteelMaterial(46.0);
Chord = new SteelRhsSection(ch, mat);
SectionTube br = new SectionTube(null, 6, 8, 3.0 / 8.0, 0.93 * (3.0 / 8.0), 0.35);
Branch = new SteelRhsSection(br, mat);
}
public RhsTrussBranchConnection(SteelRhsSection Chord, SteelRhsSection MainBranch, double thetaMain, AxialForceType ForceTypeMain,
SteelRhsSection 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 ;
this.SecondBranch = SecondBranch;
this.thetaSecond = thetaSecond;
this.ForceTypeMain = ForceTypeMain;
this.ForceTypeSecond = ForceTypeSecond;
}
public RhsTrussBranchConnection(SteelRhsSection Chord, SteelRhsSection MainBranch, double thetaMain, AxialForceType ForceTypeMain,
SteelRhsSection 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;
this.SecondBranch = SecondBranch;
this.thetaSecond = thetaSecond;
this.ForceTypeMain = ForceTypeMain;
this.ForceTypeSecond = ForceTypeSecond;
}
//no overrides compared to base RhsTYXTrussConnection class
public RhsTrussYConnection(SteelRhsSection Chord, SteelRhsSection MainBranch, double thetaMain,
SteelRhsSection SecondBranch, double thetaSecond, AxialForceType ForceTypeMain, AxialForceType ForceTypeSecond, bool IsTensionChord,
double P_uChord, double M_uChord)
: base(Chord, MainBranch, thetaMain, SecondBranch, thetaSecond, ForceTypeMain, ForceTypeSecond, IsTensionChord,
P_uChord, M_uChord)
{
if (thetaSecond != thetaMain)
{
throw new Exception("Please specify same angles theta_Main and theta_Second for Y connection");
}
if (MainBranch.Section.B != SecondBranch.Section.B || MainBranch.Section.H != SecondBranch.Section.H)
{
throw new Exception("Please specify same values for main and secondary branch for Y connection.");
}
}
public RhsTrussXConnection(SteelRhsSection Chord, SteelRhsSection MainBranch, double thetaMain,
SteelRhsSection SecondBranch, double thetaSecond, AxialForceType ForceTypeMain, AxialForceType ForceTypeSecond, bool IsTensionChord,
double P_uChord, double M_uChord)
: base(Chord, MainBranch, thetaMain, SecondBranch, thetaSecond, ForceTypeMain, ForceTypeSecond, IsTensionChord,
P_uChord, M_uChord)
{
if (ForceTypeMain == AxialForceType.Tension && ForceTypeSecond != AxialForceType.Tension)
{
throw new Exception("Specify the same type of force for both branches or switch to K connection");
}
if (ForceTypeSecond == AxialForceType.Tension && ForceTypeMain != AxialForceType.Tension)
{
throw new Exception("Specify the same type of force for both branches or switch to K connection");
}
}
public RhsTrussXConnection(SteelRhsSection Chord, SteelRhsSection MainBranch, double thetaMain,
SteelRhsSection SecondBranch, double thetaSecond, AxialForceType ForceTypeMain, AxialForceType ForceTypeSecond, bool IsTensionChord,
double P_uChord, double M_uChord)
: base(Chord, MainBranch, thetaMain, SecondBranch, thetaSecond, ForceTypeMain, ForceTypeSecond, IsTensionChord,
P_uChord, M_uChord)
{
if (ForceTypeMain == AxialForceType.Tension && ForceTypeSecond != AxialForceType.Tension )
{
throw new Exception("Specify the same type of force for both branches or switch to K connection");
}
if (ForceTypeSecond == AxialForceType.Tension && ForceTypeMain != AxialForceType.Tension)
{
throw new Exception("Specify the same type of force for both branches or switch to K connection");
}
}
//no overrides compared to base RhsTYXTrussConnection class
public RhsTrussYConnection(SteelRhsSection Chord, SteelRhsSection MainBranch, double thetaMain,
SteelRhsSection SecondBranch, double thetaSecond, AxialForceType ForceTypeMain, AxialForceType ForceTypeSecond, bool IsTensionChord,
double P_uChord, double M_uChord)
: base(Chord, MainBranch, thetaMain, SecondBranch, thetaSecond, ForceTypeMain, ForceTypeSecond, IsTensionChord,
P_uChord, M_uChord)
{
if (thetaSecond != thetaMain)
{
throw new Exception("Please specify same angles theta_Main and theta_Second for Y connection");
}
if (MainBranch.Section.B != SecondBranch.Section.B || MainBranch.Section.H != SecondBranch.Section.H)
{
throw new Exception("Please specify same values for main and secondary branch for Y connection.");
}
}
public void HssRhsConcentratedForceThroughPlateReturnsValue()
{
SectionTube ch = new SectionTube(null, 8, 8, 0.25,0.93*0.25,1.5*0.25);
SteelMaterial matE = new SteelMaterial(46.0);
SteelRhsSection Element = new SteelRhsSection(ch, matE);
SectionRectangular rec = new SectionRectangular(0.25,8.0);
SteelMaterial matR = new SteelMaterial(36.0);
SteelPlateSection pl = new SteelPlateSection(rec,matR);
CalcLog log = new CalcLog();
RhsLongitudinalThroughPlate concForceConnection = new RhsLongitudinalThroughPlate(Element, pl, log, false,45.0, 148.0, 0.0);
double phiR_n = concForceConnection.GetHssWallPlastificationStrengthUnderAxialLoad().Value;
double refValueSec = 46.2;
double actualToleranceSec = EvaluateActualTolerance(phiR_n, refValueSec);
Assert.LessOrEqual(actualToleranceSec, tolerance);
}
public void HssRhsConcentratedForceLongitudinalPlateReturnsValue()
{
SectionTube ch = new SectionTube(null, 8, 8, 0.25, 0.93 * 0.25, 1.5 * 0.25);
SteelMaterial matE = new SteelMaterial(46.0, 65, SteelConstants.ModulusOfElasticity, SteelConstants.ShearModulus);
SteelRhsSection Element = new SteelRhsSection(ch, matE);
SectionRectangular rec = new SectionRectangular(0.25, 8.0);
SteelMaterial matR = new SteelMaterial(36.0);
SteelPlateSection pl = new SteelPlateSection(rec, matR);
CalcLog log = new CalcLog();
RhsLongitudinalPlate concForceConnection = new RhsLongitudinalPlate(Element, pl, log, false, 45.0, 148.0, 0.0);
double phiR_n = concForceConnection.GetHssMaximumPlateThicknessForShearLoad().Value;
//double refValueSec = 46.2;
//double actualToleranceSec = EvaluateActualTolerance(phiR_n, refValueSec);
//Assert.LessOrEqual(actualToleranceSec, tolerance);
}
public void HssRhsConcentratedForceThroughPlateReturnsValue()
{
SectionTube ch = new SectionTube(null, 8, 8, 0.25, 0.93 * 0.25, 1.5 * 0.25);
SteelMaterial matE = new SteelMaterial(46.0);
SteelRhsSection Element = new SteelRhsSection(ch, matE);
SectionRectangular rec = new SectionRectangular(0.25, 8.0);
SteelMaterial matR = new SteelMaterial(36.0);
SteelPlateSection pl = new SteelPlateSection(rec, matR);
CalcLog log = new CalcLog();
RhsLongitudinalThroughPlate concForceConnection = new RhsLongitudinalThroughPlate(Element, pl, log, false, 45.0, 148.0, 0.0);
double phiR_n = concForceConnection.GetHssWallPlastificationStrengthUnderAxialLoad().Value;
double refValueSec = 46.2;
double actualToleranceSec = EvaluateActualTolerance(phiR_n, refValueSec);
Assert.True(actualToleranceSec <= tolerance);
}
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;
}
public RhsCapPlate(SteelRhsSection Hss, SteelPlateSection Plate, ICalcLog CalcLog, bool IsTensionHss,
double P_uChord, double M_uChord)
: base(Hss, Plate, CalcLog, IsTensionHss,P_uChord,M_uChord)
{
}
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 RhsToPlateConnection(SteelRhsSection 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 RhsTransversePlate(SteelRhsSection Hss, SteelPlateSection Plate, ICalcLog CalcLog, bool IsTensionHss, TransversePlateType PlateType,
double P_uHss, double M_uHss)
: base(Hss, Plate, CalcLog, IsTensionHss, P_uHss, M_uHss)
{
this.PlateType = PlateType;
}
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 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, log));
}
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, log));
}
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, log));
}
else if (Shape is ISectionTee)
{
ISectionTee TeeShape = Shape as ISectionTee;
SteelTeeSection TeeSection = new SteelTeeSection(TeeShape, Material);
throw new Exception(DEFAULT_EXCEPTION_STRING);
}
else
{
throw new Exception(DEFAULT_EXCEPTION_STRING);
}
}
public RhsCapPlate(SteelRhsSection 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 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 RhsTrussConnection(SteelRhsSection Chord, SteelRhsSection Branch_i, double theta_i, SteelRhsSection Branch_j, double theta_j)
{
this.Chord = Chord;
}
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 RhsCapPlate(SteelRhsSection 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 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 IHssTrussBranchConnection GetConnection(HssTrussConnectionMemberType MemberType,
HssTrussConnectionClassification Classification, ISectionHollow ChordSection, ISectionHollow MainBranchSection,
ISectionHollow SecondaryBranchSection, double F_yChord, double F_yBranch,
double thetaMainBranch, double thetaSecondaryBranch, AxialForceType ForceTypeMainBranch,
AxialForceType ForceTypeSecondaryBranch, bool IsTensionChord,
double P_uChord, double M_uChord,
double O_v=0)
{
if (MemberType == HssTrussConnectionMemberType.Rhs)
{
if (ChordSection is ISectionTube && MainBranchSection is ISectionTube && SecondaryBranchSection is ISectionTube)
{
SteelMaterial matChord = new SteelMaterial(F_yChord);
SteelRhsSection Chord = new SteelRhsSection(ChordSection as ISectionTube, matChord);
SteelMaterial matBr = new SteelMaterial(F_yBranch);
SteelRhsSection MainBranch = new SteelRhsSection(MainBranchSection as ISectionTube, matBr);
SteelRhsSection SecondaryBranch = new SteelRhsSection(SecondaryBranchSection as ISectionTube, matBr);
switch (Classification)
{
case HssTrussConnectionClassification.T:
return new RhsTrussTConnection(Chord, MainBranch, thetaMainBranch, SecondaryBranch, thetaSecondaryBranch, ForceTypeMainBranch, ForceTypeSecondaryBranch,
IsTensionChord, P_uChord, M_uChord);
break;
case HssTrussConnectionClassification.Y:
return new RhsTrussYConnection(Chord, MainBranch, thetaMainBranch, SecondaryBranch, thetaSecondaryBranch, ForceTypeMainBranch, ForceTypeSecondaryBranch,
IsTensionChord, P_uChord, M_uChord);
break;
case HssTrussConnectionClassification.X:
return new RhsTrussXConnection(Chord, MainBranch, thetaMainBranch, SecondaryBranch, thetaSecondaryBranch, ForceTypeMainBranch, ForceTypeSecondaryBranch,
IsTensionChord, P_uChord, M_uChord);
break;
case HssTrussConnectionClassification.GappedK:
return new RhsTrussGappedKConnection(Chord, MainBranch, thetaMainBranch, SecondaryBranch, thetaSecondaryBranch,
ForceTypeMainBranch, ForceTypeSecondaryBranch, IsTensionChord, P_uChord,M_uChord);
break;
case HssTrussConnectionClassification.OverlappedK:
return new RhsTrussOverlappedConnection(Chord, MainBranch, thetaMainBranch, SecondaryBranch, thetaSecondaryBranch,
ForceTypeMainBranch, ForceTypeSecondaryBranch, IsTensionChord, P_uChord, M_uChord,O_v);
break;
default:
throw new Exception("Connection classification not recognized.");
break;
}
}
else
{
throw new Exception("One of the member section is not of type ISectionTube. Ensure that a rectangular hollow section object type is used for chord and branches.");
}
}
else
{
throw new NotImplementedException("Circular HSS truss connections are not supported yet.");
}
}
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 RhsTrussConnection(SteelRhsSection Chord, SteelRhsSection Branch_i, double theta_i, SteelRhsSection Branch_j, double theta_j)
{
this.Chord = Chord;
}
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 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, log);
}
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, log);
}
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, log);
}
else if (Shape is ISectionTee)
{
ISectionTee TeeShape = Shape as ISectionTee;
SteelTeeSection TeeSection = new SteelTeeSection(TeeShape, Material);
throw new Exception(DEFAULT_EXCEPTION_STRING);
}
else
{
throw new Exception(DEFAULT_EXCEPTION_STRING);
}
}
public IHssTrussBranchConnection GetConnection(HssTrussConnectionMemberType MemberType,
HssTrussConnectionClassification Classification, ISectionHollow ChordSection, ISectionHollow MainBranchSection,
ISectionHollow SecondaryBranchSection, double F_yChord, double F_yBranch,
double thetaMainBranch, double thetaSecondaryBranch, AxialForceType ForceTypeMainBranch,
AxialForceType ForceTypeSecondaryBranch, bool IsTensionChord,
double P_uChord, double M_uChord,
double O_v = 0)
{
if (MemberType == HssTrussConnectionMemberType.Rhs)
{
if (ChordSection is ISectionTube && MainBranchSection is ISectionTube && SecondaryBranchSection is ISectionTube)
{
SteelMaterial matChord = new SteelMaterial(F_yChord);
SteelRhsSection Chord = new SteelRhsSection(ChordSection as ISectionTube, matChord);
SteelMaterial matBr = new SteelMaterial(F_yBranch);
SteelRhsSection MainBranch = new SteelRhsSection(MainBranchSection as ISectionTube, matBr);
SteelRhsSection SecondaryBranch = new SteelRhsSection(SecondaryBranchSection as ISectionTube, matBr);
switch (Classification)
{
case HssTrussConnectionClassification.T:
return(new RhsTrussTConnection(Chord, MainBranch, thetaMainBranch, SecondaryBranch, thetaSecondaryBranch, ForceTypeMainBranch, ForceTypeSecondaryBranch,
IsTensionChord, P_uChord, M_uChord));
break;
case HssTrussConnectionClassification.Y:
return(new RhsTrussYConnection(Chord, MainBranch, thetaMainBranch, SecondaryBranch, thetaSecondaryBranch, ForceTypeMainBranch, ForceTypeSecondaryBranch,
IsTensionChord, P_uChord, M_uChord));
break;
case HssTrussConnectionClassification.X:
return(new RhsTrussXConnection(Chord, MainBranch, thetaMainBranch, SecondaryBranch, thetaSecondaryBranch, ForceTypeMainBranch, ForceTypeSecondaryBranch,
IsTensionChord, P_uChord, M_uChord));
break;
case HssTrussConnectionClassification.GappedK:
return(new RhsTrussGappedKConnection(Chord, MainBranch, thetaMainBranch, SecondaryBranch, thetaSecondaryBranch,
ForceTypeMainBranch, ForceTypeSecondaryBranch, IsTensionChord, P_uChord, M_uChord));
break;
case HssTrussConnectionClassification.OverlappedK:
return(new RhsTrussOverlappedConnection(Chord, MainBranch, thetaMainBranch, SecondaryBranch, thetaSecondaryBranch,
ForceTypeMainBranch, ForceTypeSecondaryBranch, IsTensionChord, P_uChord, M_uChord, O_v));
break;
default:
throw new Exception("Connection classification not recognized.");
break;
}
}
else
{
throw new Exception("One of the member section is not of type ISectionTube. Ensure that a rectangular hollow section object type is used for chord and branches.");
}
}
else
{
throw new NotImplementedException("Circular HSS truss connections are not supported yet.");
}
}
public RhsLongitudinalThroughPlate(SteelRhsSection 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 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 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 void CreateElements()
{
SectionTube ch = new SectionTube(null, 8, 8, 1 / 4.0, 0.93 * (1.0 / 4.0), 0.35);
SteelMaterial mat = new SteelMaterial(46.0);
Chord = new SteelRhsSection(ch, mat);
SectionTube br = new SectionTube(null, 6, 8, 3.0 / 8.0, 0.93 * (3.0 / 8.0), 0.35);
Branch = new SteelRhsSection(br, mat);
}
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 RhsLongitudinalThroughPlate(SteelRhsSection 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 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 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 }
});
}
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 RhsCapPlate(SteelRhsSection Hss, SteelPlateSection Plate, ICalcLog CalcLog, bool IsTensionHss,
double P_uChord, double M_uChord)
: base(Hss, Plate, CalcLog, IsTensionHss, P_uChord, M_uChord)
{
}
public RhsToPlateConnection(SteelRhsSection 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 RhsTYXTrussBranchConnection(SteelRhsSection Chord, SteelRhsSection BranchMain, double thetaMain,
SteelRhsSection BranchSecondary, double thetaSecondary, AxialForceType ForceTypeMain, AxialForceType ForceTypeSecond, bool IsTensionChord,
double P_uChord, double M_uChord)
: base(Chord, BranchMain, thetaMain, ForceTypeMain, BranchSecondary, thetaSecondary, ForceTypeSecond, IsTensionChord, P_uChord, M_uChord)
{
}
public RhsTransversePlate(SteelRhsSection Hss, SteelPlateSection Plate, ICalcLog CalcLog, bool IsTensionHss, TransversePlateType PlateType,
double P_uHss, double M_uHss)
: base(Hss, Plate, CalcLog, IsTensionHss,P_uHss,M_uHss)
{
this.PlateType = PlateType;
}
