public virtual SteelLimitStateValue GetFlexuralFlangeLocalBucklingStrength(FlexuralCompressionFiberPosition CompressionLocation)
{
double phiM_n = GetCompressionFlangeLocalBucklingCapacity();
SteelLimitStateValue ls = new SteelLimitStateValue(phiM_n, true);
return(ls);
}
public virtual SteelLimitStateValue GetFlexuralYieldingStrength(FlexuralCompressionFiberPosition CompressionLocation)
{
double phiM_n = GetYieldingMomentCapacity(CompressionLocation);
SteelLimitStateValue ls = new SteelLimitStateValue(phiM_n, true);
return(ls);
}
public SteelLimitStateValue GetLocalCripplingAndYieldingStrengthOfHss()
{
//(K1-9) (K1-10) (K1-11)
double phiR_n;
//= GetLocalYieldingOfPlate();
//double phiR_n1 =
SteelLimitStateValue SideYieldingLimitState = GetHssSideYielding();
SteelLimitStateValue LocalCripplingLimitState;
if (PlateType == TransversePlateType.TConnection)
{
LocalCripplingLimitState = GetLocalCripplingOfSideWallsTee();
}
else
{
LocalCripplingLimitState = GetLocalCripplingOfSideWallsTee();
}
if (SideYieldingLimitState.IsApplicable == true)
{
if (SideYieldingLimitState.Value < LocalCripplingLimitState.Value)
{
return(SideYieldingLimitState);
}
else
{
return(LocalCripplingLimitState);
}
}
else
{
return(LocalCripplingLimitState);
}
}
public override SteelLimitStateValue GetTorsionalAndFlexuralTorsionalBucklingStrength()
{
SteelLimitStateValue ls;
ISectionAngle a = this.Section.Shape as ISectionAngle;
if (a == null)
{
throw new Exception("Incorrect section type. Section must be of type ISectionAngle.");
}
if (Math.Max(a.b, a.d) / a.t <= 20.0)
{
ls = new SteelLimitStateValue(-1, false);
}
else
{
double FeTorsionalBuckling = GetTorsionalElasticBucklingStressFe();
double FcrTorsionalBuckling = GetCriticalStressFcr(FeTorsionalBuckling, 1.0);
double Qtors = GetReductionFactorQ(FcrTorsionalBuckling);
double FcrTors = GetCriticalStressFcr(FeTorsionalBuckling, Qtors);
double phiP_n = GetDesignAxialStrength(FcrTors);
ls = new SteelLimitStateValue(phiP_n, true);
}
return(ls);
}
public override SteelLimitStateValue GetFlexuralTensionFlangeYieldingStrength(FlexuralCompressionFiberPosition CompressionLocation)
{
double phiM_n = GetTensionFlangeYieldingCapacity(CompressionLocation);
SteelLimitStateValue ls = new SteelLimitStateValue(phiM_n, true);
return(ls);
}
public override SteelLimitStateValue GetFlexuralLegOrStemBucklingStrength(FlexuralCompressionFiberPosition CompressionLocation,
FlexuralAndTorsionalBracingType BracingType)
{
CompactnessClassFlexure StemCompactness = this.Compactness.GetWebCompactnessFlexure();
// for compact angles this limit state is not applicable
SteelLimitStateValue ls = null;
if (StemCompactness == General.Compactness.CompactnessClassFlexure.Compact)
{
ls = new SteelLimitStateValue(-1, false);
return(ls);
}
else if (StemCompactness == CompactnessClassFlexure.Noncompact)
{
double S_c = GetSectionModulus(CompressionLocation, true, BracingType);
//F10-7
double M_n = F_y * S_c * (2.43 - 1.72 * (((b) / (t))) * Math.Sqrt(((F_y) / (E))));
double phiM_n = 0.9 * M_n;
ls = new SteelLimitStateValue(phiM_n, true);
}
else
{
double F_cr = ((0.71 * E) / (Math.Pow((((b) / (t))), 2)));
double S_c = GetSectionModulus(CompressionLocation, true, BracingType);
//(F10-8)
double M_n = F_cr * S_c;
double phiM_n = 0.9 * M_n;
ls = new SteelLimitStateValue(phiM_n, true);
}
return(ls);
}
public override SteelLimitStateValue GetFlexuralTensionFlangeYieldingStrength(FlexuralCompressionFiberPosition CompressionLocation)
{
SteelLimitStateValue ls = new SteelLimitStateValue();
ls.IsApplicable = false;
return(ls);
}
public virtual SteelLimitStateValue GetFlexuralLegOrStemBucklingStrength(FlexuralCompressionFiberPosition CompressionLocation,
FlexuralAndTorsionalBracingType BracingType)
{
SteelLimitStateValue ls = new SteelLimitStateValue(-1, false);
return(ls);
}
public SteelLimitStateValue GetPlasticMomentCapacity(MomentAxis MomentAxis)
{
SteelLimitStateValue ls = new SteelLimitStateValue();
double phiM_n;
double M_n = 0.0;
switch (MomentAxis)
{
case MomentAxis.XAxis:
M_n = GetMajorNominalPlasticMoment();
break;
case MomentAxis.YAxis:
M_n = GetMinorNominalPlasticMoment();
break;
default:
throw new FlexuralBendingAxisException();
break;
}
phiM_n = 0.9 * M_n;
ls.Value = phiM_n;
ls.IsApplicable = true;
return(ls);
}
public virtual SteelLimitStateValue GetFlexuralLateralTorsionalBucklingStrength(double C_b, double L_b, FlexuralCompressionFiberPosition CompressionLocation,
FlexuralAndTorsionalBracingType BracingType, MomentAxis MomentAxis)
{
double phiM_n = GetFlexuralTorsionalBucklingMomentCapacity(CompressionLocation, L_b);
SteelLimitStateValue ls = new SteelLimitStateValue(-1, false);
return(ls);
}
public override SteelLimitStateValue GetLimitingLengthForFullYielding_Lp(FlexuralCompressionFiberPosition CompressionLocation)
{
double r_t = GetEffectiveRadiusOfGyration_r_t(CompressionLocation);
double L_p = GetL_p(r_t);
SteelLimitStateValue ls = new SteelLimitStateValue(L_p, true);
return(ls);
}
public override SteelLimitStateValue GetLimitingLengthForInelasticLTB_Lr(FlexuralCompressionFiberPosition CompressionLocation)
{
double rt = GetEffectiveRadiusOfGyration_r_t(CompressionLocation);
double Lr = GetL_r();
SteelLimitStateValue ls = new SteelLimitStateValue(Lr, true);
return(ls);
}
public override SteelLimitStateValue GetFlexuralBucklingStrength()
{
double FcrFlex = CalculateCriticalStress(false);
double phiP_n = GetDesignAxialStrength(FcrFlex);
SteelLimitStateValue ls = new SteelLimitStateValue(phiP_n, true);
return(ls);
}
public void RectangularHSSReturns_16ft_LengthAxialStrength()
{
CreateColumn(16.0 * 12.0, 16.0 * 12.0);
SteelLimitStateValue colFlexure = column.GetFlexuralBucklingStrength();
double phiP_n = colFlexure.Value;
double refValue = 303.0;
double actualTolerance = EvaluateActualTolerance(phiP_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void RectangularHSSReturnsFlexuralFlangeLocalBucklingStrength()
{
SteelLimitStateValue FLB =
beam.GetFlexuralFlangeLocalBucklingStrength(FlexuralCompressionFiberPosition.Top);
double phiM_n = FLB.Value;
double refValue = -1; // Limit state not applicable
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void RectangularHSSReturnsFlexuralLateralTorsionalBucklingStrengthElastic()
{
SteelLimitStateValue LTB =
beam.GetFlexuralLateralTorsionalBucklingStrength(1.0, 14 * 12, FlexuralCompressionFiberPosition.Top, Steel.AISC.FlexuralAndTorsionalBracingType.NoLateralBracing);
double phiM_n = LTB.Value;
double refValue = -1; // from AISC Steel Manual Table 3-10
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void RectangularHSSReturnsFlexuralYieldingStrength()
{
SteelLimitStateValue Y =
beam.GetFlexuralYieldingStrength(FlexuralCompressionFiberPosition.Top);
double phiM_n = Y.Value;
double refValue = 30.5 * 46 * 0.9; // Z_x*F_y*0.9
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void RectangularHSSReturnsLimitingLengthForFullYielding_Lp()
{
SteelLimitStateValue L_p =
beam.GetLimitingLengthForFullYielding_Lp(FlexuralCompressionFiberPosition.Top);
double phiM_n = L_p.Value;
double refValue = -1; // AISC manual table 3.2
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void RectangularHSSReturnsLimitingLengthForInelasticLTB_Lr()
{
SteelLimitStateValue L_r =
beam.GetLimitingLengthForInelasticLTB_Lr(FlexuralCompressionFiberPosition.Top);
double phiM_n = L_r.Value;
double refValue = -1; // AISC manual table 3.2
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.True(actualTolerance <= tolerance);
}
public void IShapeW16X26Returns_16ft_LengthAxialStrength()
{
CreateColumn(14.0 * 12.0, 14.0 * 12.0, 0,"W16X26");
SteelLimitStateValue colFlexure = column.GetFlexuralBucklingStrength();
double phiP_n = colFlexure.Value;
double refValue = 76.7; //to be confirmed
double actualTolerance = EvaluateActualTolerance(phiP_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void DoublySymmetricIReturnsFlexuralWebOrWallBucklingStrength()
{
SteelLimitStateValue WLB =
beam.GetFlexuralWebOrWallBucklingStrength(FlexuralCompressionFiberPosition.Top);
double phiM_n = WLB.Value;
double refValue = -1; // Limit state not applicable
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void DoublySymmetricIReturnsLimitingLengthForInelasticLTB_Lr()
{
SteelLimitStateValue L_r =
beam.GetLimitingLengthForInelasticLTB_Lr(FlexuralCompressionFiberPosition.Top);
double phiM_n = L_r.Value;
double refValue = 12.3 * 12; // AISC manual table 3.2
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void DoublySymmetricChannelReturnsFlexuralLateralTorsionalBucklingStrengthInelastic()
{
SteelLimitStateValue LTB =
beam.GetFlexuralLateralTorsionalBucklingStrength(1.0, 5 * 12, FlexuralCompressionFiberPosition.Top, Steel.AISC.FlexuralAndTorsionalBracingType.NoLateralBracing);
double phiM_n = LTB.Value;
double refValue = 131 * 12; // from AISC Steel Manual Table 3-10
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.True(actualTolerance <= tolerance);
}
public void DoublySymmetricChannelReturnsFlexuralYieldingStrength()
{
SteelLimitStateValue Y =
beam.GetFlexuralYieldingStrength(FlexuralCompressionFiberPosition.Top);
double phiM_n = Y.Value;
double refValue = 137.0 * 12; // from AISC design examples 13 F.2-1b
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.True(actualTolerance <= tolerance);
}
public void DoublySymmetricIReturnsFlexuralYieldingStrength()
{
SteelLimitStateValue Y =
beam.GetFlexuralYieldingStrength(FlexuralCompressionFiberPosition.Top);
double phiM_n = Y.Value;
double refValue = 249 * 12.0; // from AISC Steel Manual
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void PipeReturns_15ft_LengthAxialStrength()
{
CreateColumn(15 * 12, 15 * 12);
SteelLimitStateValue colFlexure = column.GetFlexuralBucklingStrength();
double phiP_n = colFlexure.Value;
double refValue = 307.0;
double actualTolerance = EvaluateActualTolerance(phiP_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void RectangularHSSReturns_0ft_LengthAxialStrength()
{
CreateColumn(0, 0);
SteelLimitStateValue colFlexure = column.GetFlexuralBucklingStrength();
double phiP_n = colFlexure.Value;
double refValue = 480.0;
double actualTolerance = EvaluateActualTolerance(phiP_n, refValue);
Assert.True(actualTolerance <= tolerance);
}
public void RectangularHSSReturnsFlexuralLegOrStemBucklingStrength()
{
SteelLimitStateValue LSLB =
beam.GetFlexuralLegOrStemBucklingStrength(FlexuralCompressionFiberPosition.Top, Steel.AISC.FlexuralAndTorsionalBracingType.FullLateralBracing);
double phiM_n = LSLB.Value;
double refValue = -1; // Limit state not applicable
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void IShapeReturns_36ft_LengthAxialStrength()
{
CreateColumn(36.0 * 12.0, 36.0 * 12.0);
SteelLimitStateValue colFlexure = column.GetFlexuralBucklingStrength();
double phiP_n = colFlexure.Value;
double refValue = 179;
double actualTolerance = EvaluateActualTolerance(phiP_n, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void RectangularHSSReturnsFlexuralWebOrWallBucklingStrength()
{
SteelLimitStateValue WLB =
beam.GetFlexuralWebOrWallBucklingStrength(FlexuralCompressionFiberPosition.Top);
double phiM_n = WLB.Value;
double refValue = -1; // Limit state not applicable
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.True(actualTolerance <= tolerance);
}
