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 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);
}
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 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 AffectedElementInCompression(double F_y, double b, double t)
{
SteelMaterial material = new SteelMaterial(F_y, double.PositiveInfinity, SteelConstants.ModulusOfElasticity, SteelConstants.ShearModulus);
SectionRectangular section = new SectionRectangular(b, t);
Section = new SteelPlateSection(section, material);
}
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);
}
private void CreateBeam()
{
FlexuralMemberFactory factory = new FlexuralMemberFactory();
ISection section = new SectionTee("", 8, 4, 0.5, 0.5);
SteelMaterial mat = new SteelMaterial(36.0, 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("C15X33.9", ShapeTypeSteel.Channel);
SteelMaterial mat = new SteelMaterial(36.0, 29000);
beam = factory.GetBeam(section, mat, null, MomentAxis.XAxis, FlexuralCompressionFiberPosition.Top);
}
protected double GetFcrGeneral()
{
SectionRectangular r = new SectionRectangular(t_w, h_o);
SteelMaterial mat = new SteelMaterial(Material.YieldStress);
CalcLog log = new CalcLog();
throw new NotImplementedException();
}
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 CreateColumn(double L_ex, double L_ey, double L_ez = 0)
{
CompressionMemberFactory factory = new CompressionMemberFactory();
AiscShapeFactory ShapeFactory = new AiscShapeFactory();
ISection section = ShapeFactory.GetShape("PIPE8SCH80");
SteelMaterial mat = new SteelMaterial(35.0, 29000);
L_ez = L_ez == 0? L_ex : L_ez;
column = factory.GetCompressionMember(section, mat, L_ex, L_ey, L_ez);
}
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);
}
public double GetExtendedSinglePlateFlexuralBucklingStrength(double F_y, double t_pl, double d_pl, double L_pl)
{
SectionRectangular r = new SectionRectangular(t_pl, d_pl);
SteelMaterial mat = new SteelMaterial(F_y);
CalcLog log = new CalcLog();
AffectedElementInFlexure flexuralElement = new AffectedElementInFlexure(r, mat, log);
return(flexuralElement.GetPlateFlexuralBucklingStrength(L_pl));
}
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 static Dictionary <string, object> FlexuralLateralTorsionalBuckling(CustomProfile Shape, double F_y,
double L_b, double C_b = 1.0, string BendingAxis = "XAxis", string FlexuralCompressionLocation = "Top", 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 }
});
}
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 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);
}
public void PipeShapeBeam()
{
FlexuralMemberFactory factory = new FlexuralMemberFactory();
AiscShapeFactory AiscShapeFactory = new AiscShapeFactory();
ISection r = AiscShapeFactory.GetShape("HSS2.5X.188");
SteelMaterial mat = new SteelMaterial(35.0, 29000);
ISteelBeamFlexure beam12 = factory.GetBeam(r, mat, null, MomentAxis.YAxis, FlexuralCompressionFiberPosition.Left);
Assert.IsTrue(beam12 != null);
}
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 E1AReturnsAxialCapacity()
{
//AiscCatalogShape section = new AiscCatalogShape("W14X90", null);
AiscShapeFactory AiscShapeFactory = new AiscShapeFactory();
ISectionI section = (ISectionI)AiscShapeFactory.GetShape("W14X90", ShapeTypeSteel.IShapeRolled);
ISteelMaterial Material = new SteelMaterial(65, 29000);
ISteelSection steelSection = new SteelSectionI(section, Material);
IShapeCompact col = new IShapeCompact(steelSection, true, 19 * 12, 19 * 12, 19 * 12);
double phiPn = col.GetFlexuralBucklingStrength().Value;
Assert.True(phiPn == 903);
}
private void CreateColumn(double L_ex, double L_ey, double L_ez = 0)
{
double d = 17.0;
double b_f = 8.0;
double t_f = 1.0;
double t_w = 0.25;
ISection r = new SectionI("", d, b_f, t_f, t_w);
SteelMaterial mat = new SteelMaterial(50.0, 29000);
L_ez = L_ez == 0? L_ex : L_ez;
CompressionMemberFactory factory = new CompressionMemberFactory();
column = factory.GetCompressionMember(r, mat, L_ex, L_ey, L_ez);
}
public double GetFlexuralStrength_Vertical(sCrossSection section, eColorMode forceType, IFrameSet fs)
{
sKodeStructConverter kcon = new sKodeStructConverter();
SteelMaterial mat = kcon.ToKodeStructMaterial_Steel(section);
string Code = "AISC360-10";
double phiM_n = 0;
double b_eff = this.GetBeamEffectiveSlabWidth(fs);
double SumQ_n = this.GetSumOfStudsStrength(fs);
// assuming,
// Shear Stud Anchor
// Light Weight Concrete : 4ksi
// solid concrete thickness = 2.5"
// rib thickness = 3"
//
double h_solid = 2.5;
double h_rib = 3.0;
double F_y = mat.YieldStress; //?? unit ?? F_y of what??
double fc_prime = 4.0; //?? unit ??
MomentAxis Axis = kcon.ToKodeStructMomentAxis(forceType);
//?? just this for composite?
ISection shape = kcon.ToKodeStructCrossSection(section);
if (shape is ISliceableShapeProvider)
{
ISliceableShapeProvider prov = shape as ISliceableShapeProvider;
ISliceableSection sec = prov.GetSliceableShape();
CompositeBeamSection cs = new CompositeBeamSection(sec, b_eff, h_solid, h_rib, F_y, fc_prime);
phiM_n = cs.GetFlexuralStrength(SumQ_n);
}
else
{
if (shape is ISliceableSection)
{
ISliceableSection sec = shape as ISliceableSection;
CompositeBeamSection cs = new CompositeBeamSection(sec, b_eff, h_solid, h_rib, F_y, fc_prime);
phiM_n = cs.GetFlexuralStrength(SumQ_n);
}
else
{
throw new Exception("Shape type not supported. Please provide a shape object of standard geometry");
}
}
return(phiM_n);
}
public static Dictionary <string, object> LimitingLengthForFlexuralYielding(CustomProfile Shape, double F_y, string BendingAxis = "XAxis", string FlexuralCompressionLocation = "Top",
double E = 29000, bool IsRolledMember = true, string Code = "AISC360-10")
{
//Default values
double L_pValue = 0;
bool IsApplicable = false;
//Calculation logic:
MomentAxis Axis;
//Calculation logic:
bool IsValidStringAxis = Enum.TryParse(BendingAxis, true, out Axis);
if (IsValidStringAxis == false)
{
throw new Exception("Axis selection not recognized. Check input string.");
}
FlexuralCompressionFiberPosition FlexuralCompression;
//Calculation logic:
bool IsValidStringCompressionLoc = Enum.TryParse(FlexuralCompressionLocation, true, out FlexuralCompression);
if (IsValidStringCompressionLoc == false)
{
throw new Exception("Flexural compression location selection not recognized. Check input string.");
}
SteelMaterial mat = new SteelMaterial(F_y, E);
FlexuralMemberFactory factory = new FlexuralMemberFactory();
ISteelBeamFlexure beam = factory.GetBeam(Shape.Section, mat, null, Axis, FlexuralCompression, IsRolledMember);
SteelLimitStateValue L_p =
beam.GetLimitingLengthForFullYielding_Lp(FlexuralCompression);
L_pValue = L_p.Value;
IsApplicable = L_p.IsApplicable;
IsApplicable = L_p.IsApplicable;
return(new Dictionary <string, object>
{
{ "L_p", L_pValue }
, { "IsApplicable", IsApplicable }
});
}
public AffectedElementInFlexure(ISection GrossSection, ISection NetSection,
double F_y, double F_u, bool IsCompactDoublySymmetricForFlexure = true, bool IsRolled = false)
: base(F_y, F_u)
{
SteelMaterial material = new SteelMaterial(F_y, F_u, SteelConstants.ModulusOfElasticity, SteelConstants.ShearModulus);
this.Section = new SteelGeneralSection(GrossSection, material);
this.SectionNet = new SteelGeneralSection(NetSection, material);
this.GrossSectionShape = GrossSection;
this.NetSectionShape = NetSection;
this.IsCompactDoublySymmetricForFlexure = IsCompactDoublySymmetricForFlexure;
this.IsRolled = IsRolled;
Log = new CalcLog();
}
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.True(actualTolerance <= tolerance);
}
public void AngleReturnsFlexuralLTBStrengthL3X3()
{
FlexuralMemberFactory factory = new FlexuralMemberFactory();
AiscShapeFactory AiscShapeFactory = new AiscShapeFactory();
ISection section = AiscShapeFactory.GetShape("L3X3X3/8", ShapeTypeSteel.Angle);
SteelMaterial mat = new SteelMaterial(36.0, 29000);
ISteelBeamFlexure thisBeam = factory.GetBeam(section, mat, null, MomentAxis.XAxis, FlexuralCompressionFiberPosition.Top);
SteelLimitStateValue LTB =
beam.GetFlexuralLateralTorsionalBucklingStrength(1.0, 4.5 * 12, FlexuralCompressionFiberPosition.Top, Steel.AISC.FlexuralAndTorsionalBracingType.NoLateralBracing);
double phiM_n = LTB.Value;
double refValue = 88.9;
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.True(actualTolerance <= tolerance);
}
public double GetLowerBoundMomentOfInertia(sCrossSection cCheck, IFrameSet fs)
{
sKodeStructConverter kcon = new sKodeStructConverter();
SteelMaterial mat = kcon.ToKodeStructMaterial_Steel(fs.crossSection);
double I_LB = 0;
double b_eff = this.GetBeamEffectiveSlabWidth(fs);
double SumQ_n = this.GetSumOfStudsStrength(fs);
// assuming,
// Shear Stud Anchor
// Light Weight Concrete : 4ksi
// solid concrete thickness = 2.5"
// rib thickness = 3"
//
double h_solid = 2.5;
double h_rib = 3.0;
double F_y = mat.YieldStress; //?? unit ?? F_y of what??
double fc_prime = 4.0; //?? unit ??
//check lowerBound Moment of Inertia by check section???
ISection shape = kcon.ToKodeStructCrossSection(cCheck);
if (shape is ISliceableShapeProvider)
{
ISliceableShapeProvider prov = shape as ISliceableShapeProvider;
ISliceableSection sec = prov.GetSliceableShape();
CompositeBeamSection cs = new CompositeBeamSection(sec, b_eff, h_solid, h_rib, F_y, fc_prime);
I_LB = cs.GetLowerBoundMomentOfInertia(SumQ_n);
}
else
{
if (shape is ISliceableSection)
{
ISliceableSection sec = shape as ISliceableSection;
CompositeBeamSection cs = new CompositeBeamSection(sec, b_eff, h_solid, h_rib, F_y, fc_prime);
I_LB = cs.GetLowerBoundMomentOfInertia(SumQ_n);
}
else
{
throw new Exception("Shape type not supported. Please provide a shape object of standard geometry");
}
}
return(I_LB);
}
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 void DoublySymmetricIReturnsFlexuralMinorAxisYieldingStrength()
{
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.YAxis, FlexuralCompressionFiberPosition.Top);
SteelLimitStateValue Y =
beam.GetFlexuralYieldingStrength(FlexuralCompressionFiberPosition.Top);
double phiM_n = Y.Value;
double refValue = 0.9 * Math.Min(50.0 * 8.06, 1.6 * 50.0 * 5.12);
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
