protected double GetFcrGeneral()
{
SectionRectangular r = new SectionRectangular(t_w, h_o);
SteelMaterial mat = new SteelMaterial(Material.YieldStress);
CalcLog log = new CalcLog();
AffectedElementInFlexure flexuralElement = new AffectedElementInFlexure(r, mat, log);
return flexuralElement.GetPlateBucklingCriticalStress(c);
#region Obsolete
//double lambda = GetLambda();
//double F_y = Material.YieldStress;
//double Q;
//if (lambda<=0.7)
//{
// Q = 1.0;
//}
//else if (lambda<=1.41)
//{
// Q = (1.34 - 0.468 * lambda);
//}
//else
//{
// Q = ((1.3) / (Math.Pow(lambda, 2)));
//}
//double F_cr = F_y * Q;
//return F_cr;
#endregion
}
public IShearMember GetShearMemberNonCircular(ShearNonCircularCase ShearCase, double h, double t_w, double a, double F_y,double E)
{
ISteelMaterial material = new SteelMaterial(F_y,E);
IShearMember member =null;
bool IsTeeShape;
switch (ShearCase)
{
case ShearNonCircularCase.MemberWithStiffeners:
IsTeeShape =false;
member = new ShearMemberWithStiffeners(h, t_w, a, material, IsTeeShape);
break;
case ShearNonCircularCase.Tee:
IsTeeShape = true;
member = new ShearMemberWithoutStiffeners(h, t_w, material, IsTeeShape);
break;
case ShearNonCircularCase.Box:
member = new ShearMemberBox(h, t_w, material);
break;
default:
IsTeeShape = false;
member = new ShearMemberWithoutStiffeners(h, t_w, material, IsTeeShape);
break;
}
return member;
}
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 ConnectedPlateReturnsFlexuralStrength()
{
ICalcLog log = new CalcLog();
SectionRectangular Section = new SectionRectangular(0.5, 8);
ISteelMaterial Material = new SteelMaterial(50);
AffectedElementInFlexure element = new AffectedElementInFlexure(Section, Material, log);
double phiM_n = element.GetFlexuralStrength();
Assert.AreEqual(360.0, phiM_n);
}
private void CreateBeam()
{
FlexuralMemberFactory factory = new FlexuralMemberFactory();
AiscShapeFactory AiscShapeFactory = new AiscShapeFactory();
ISection section = AiscShapeFactory.GetShape("HSS8X6X.500", ShapeTypeSteel.RectangularHSS);
SteelMaterial mat = new SteelMaterial(46.0,29000);
beam = factory.GetBeam(section,mat,null, MomentAxis.XAxis, FlexuralCompressionFiberPosition.Top);
}
private void CreateBeam()
{
FlexuralMemberFactory factory = new FlexuralMemberFactory();
AiscShapeFactory AiscShapeFactory = new AiscShapeFactory();
ISection section = AiscShapeFactory.GetShape("W18X35", ShapeTypeSteel.IShapeRolled);
SteelMaterial mat = new SteelMaterial(50.0,29000);
beam = factory.GetBeam(section,mat,null, MomentAxis.XAxis, FlexuralCompressionFiberPosition.Top);
}
private void CreateColumn(double L_ex, double L_ey, double L_ez = 0, string Shape = "W14X82")
{
CompressionMemberFactory factory = new CompressionMemberFactory();
AiscShapeFactory AiscShapeFactory = new AiscShapeFactory();
ISection section = AiscShapeFactory.GetShape(Shape, ShapeTypeSteel.IShapeRolled);
SteelMaterial mat = new SteelMaterial(50.0,29000);
L_ez = L_ez == 0? L_ex : L_ez;
column = factory.GetCompressionMember(section,mat, L_ex, L_ey, L_ez);
}
private void CreateColumn(double L_ex, double L_ey, double L_ez=0)
{
CompressionMemberFactory factory = new CompressionMemberFactory();
AiscShapeFactory AiscShapeFactory = new AiscShapeFactory();
ISection section = AiscShapeFactory.GetShape("HSS8X6X.500", ShapeTypeSteel.RectangularHSS);
SteelMaterial mat = new SteelMaterial(46.0,29000);
L_ez = L_ez == 0? L_ex : L_ez;
column = factory.GetCompressionMember(section,mat, L_ex, L_ey, L_ez);
}
public AffectedElementInFlexure(ISection section, double F_y, double F_u, bool HasHolesInTensionFlange, double A_fg, double A_fn, bool IsCompactDoublySymmetricForFlexure, bool IsRolled=false)
: base(F_y, F_u)
{
SteelMaterial material = new SteelMaterial(F_y, F_u, SteelConstants.ModulusOfElasticity, SteelConstants.ShearModulus);
this.Section = new SteelGeneralSection(section, material);
this.A_fg = A_fg;
this.A_fn = A_fn;
this.HasHolesInTensionFlange = HasHolesInTensionFlange;
this.IsCompactDoublySymmetricForFlexure = IsCompactDoublySymmetricForFlexure;
this.IsRolled=IsRolled;
}
public void DoublySymmetricIReturnsFlexuralLateralTorsionalBucklingStrengthInelasticW12 ()
{
FlexuralMemberFactory factory = new FlexuralMemberFactory();
AiscShapeFactory AiscShapeFactory = new AiscShapeFactory();
ISection section = AiscShapeFactory.GetShape("W12X26", ShapeTypeSteel.IShapeRolled);
SteelMaterial mat = new SteelMaterial(50.0, 29000);
ISteelBeamFlexure beam12 = factory.GetBeam(section, mat, null, MomentAxis.XAxis, FlexuralCompressionFiberPosition.Top);
SteelLimitStateValue LTB =
beam12.GetFlexuralLateralTorsionalBucklingStrength(1.0, 19 * 12, FlexuralCompressionFiberPosition.Top, Steel.AISC.FlexuralAndTorsionalBracingType.NoLateralBracing);
double phiM_n = LTB.Value;
double refValue = 60*12; // from AISC Steel Manual Table 3-10
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.LessOrEqual(actualTolerance, 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.LessOrEqual(actualToleranceSec, tolerance);
}
public void RectangleShapeReturnsYieldStrength()
{
FlexuralMemberFactory factory = new FlexuralMemberFactory();
SectionRectangular r = new SectionRectangular(0.5, 12.0);
SteelMaterial mat = new SteelMaterial(50.0, 29000);
ISteelBeamFlexure beam12 = factory.GetBeam(r, mat, null, MomentAxis.XAxis, FlexuralCompressionFiberPosition.Top);
SteelLimitStateValue Y =
beam12.GetFlexuralYieldingStrength(FlexuralCompressionFiberPosition.Top);
double phiM_n = Y.Value;
double refValue = 67.5;
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void IShapeReturnsYieldStrength()
{
FlexuralMemberFactory factory = new FlexuralMemberFactory();
AiscShapeFactory AiscShapeFactory = new AiscShapeFactory();
ISection r = AiscShapeFactory.GetShape("W18X35");
SteelMaterial mat = new SteelMaterial(50.0, 29000);
ISteelBeamFlexure beam12 = factory.GetBeam(r, mat, null, MomentAxis.XAxis, FlexuralCompressionFiberPosition.Top);
SteelLimitStateValue Y =
beam12.GetFlexuralYieldingStrength(FlexuralCompressionFiberPosition.Top);
double phiM_n = Y.Value;
double refValue = 249 * 12; // from AISC Steel Manual Table 3-2
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public IBeamCope GetCope(BeamCopeCase BeamCopeCase, double d, double b_f, double t_f, double t_w, double d_c, double c, double F_y, double F_u)
{
ISteelMaterial material = new SteelMaterial(F_y, F_u, SteelConstants.ModulusOfElasticity, SteelConstants.ShearModulus);
ISectionI section = new SectionI(null, d, b_f, t_f, t_w);
IBeamCope cope=null;
switch (BeamCopeCase)
{
case BeamCopeCase.Uncoped:
cope = new BeamUncoped(section, material);
break;
case BeamCopeCase.CopedTopFlange:
cope = new BeamCopeSingle(c, d_c, section, material);
break;
case BeamCopeCase.CopedBothFlanges:
cope = new BeamCopeDouble(c, d_c, section, material);
break;
}
return cope;
}
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 IShearMember GetShearMemberCircular(double D, double t_nom, bool Is_SAW_member, double L_v, double F_y, double E)
{
ISteelMaterial material = new SteelMaterial(F_y,E);
ShearMemberCircular member = new ShearMemberCircular(D, t_nom, Is_SAW_member, L_v, material);
return member;
}
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 void FactoryReturnsChannel()
{
FlexuralMemberFactory factory = new FlexuralMemberFactory();
AiscShapeFactory AiscShapeFactory = new AiscShapeFactory();
ISectionChannel r = new SectionChannel("", 12.0, 6, 0.4, 0.25);
SteelMaterial mat = new SteelMaterial(50.0, 29000);
ISteelBeamFlexure beam12 = factory.GetBeam(r, mat, null, MomentAxis.XAxis, FlexuralCompressionFiberPosition.Top);
Assert.IsTrue(true);
}
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 AffectedElementInShear(double F_y, double F_u): base(F_y,F_u)
{
SteelMaterial mat = new SteelMaterial(F_y, F_u, SteelConstants.ModulusOfElasticity,
SteelConstants.ShearModulus);
}
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 AffectedElement(double F_y, double F_u)
{
SteelMaterial material = new SteelMaterial(F_y, F_u, SteelConstants.ModulusOfElasticity, SteelConstants.ShearModulus);
this.Section = new SteelGeneralSection(null, material);
}
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> 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;
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 void ExtendedPlateBucklingFlexuralStrength()
{
double phiR_n;
double h_o = 9.0;
double t_w = 0.5;
SectionRectangular r = new SectionRectangular(t_w, h_o);
SteelMaterial mat = new SteelMaterial(36);
CalcLog log = new CalcLog();
AffectedElementInFlexure flexuralElement = new AffectedElementInFlexure(r, mat, log);
double lambda = flexuralElement.GetLambda(10);
double refValue = 0.408;
double actualTolerance = EvaluateActualTolerance(lambda, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
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> FlexuralYielding(CustomProfile Shape, double F_y, string BendingAxis="XAxis", string FlexuralCompressionLocation="Top",
double E = 29000, bool IsRolledMember = true, string Code = "AISC360-10")
{
//Default values
double phiM_n = 0;
bool IsApplicableLimitState = 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 Y =
beam.GetFlexuralYieldingStrength(FlexuralCompression);
phiM_n = Y.Value;
IsApplicableLimitState = Y.IsApplicable;
return new Dictionary<string, object>
{
{ "phiM_n", phiM_n }
,{ "IsApplicableLimitState", IsApplicableLimitState }
};
}
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 }
};
}
