public void SectionIRolledReturnsC_w()
{
SectionI shape = new SectionI("", 12.2, 6.49, 0.38, 0.23);
double C_w = shape.C_w;
double refValue = 607.0;
double actualTolerance = EvaluateActualTolerance(C_w, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
public void SectionIRolledReturnsJ()
{
SectionI shape = new SectionI("", 12.2, 6.49, 0.38, 0.23);
double J = shape.J;
double refValue = 0.3;
double actualTolerance = EvaluateActualTolerance(J, refValue);
Assert.LessOrEqual(actualTolerance, tolerance);
}
/// <summary>
/// Base class for all web openings
/// </summary>
/// <param name="Section">Steel Section</param>
/// <param name="a_o">Length of opening</param>
/// <param name="h_o">Depth of opening</param>
/// <param name="e">Eccentricity of opening (positive up)</param>
/// <param name="F_y">Steel shape yield stress</param>
/// <param name="t_r"> Plate thickness of opening reinforcement (top or bottom)</param>
/// <param name="b_r"> Plate width (horizontal dimension in cross-section) for reinforcement</param>
public WebOpeningBase(ISectionI Section, double a_o, double h_o, double e, double F_y, double t_r, double b_r,
bool IsSingleSideReinforcement , double PlateOffset)
{
this.a_o =a_o;
this.h_o =h_o;
this.e = e;
this.F_y = F_y;
this.t_r = t_r;
this.b_r = b_r;
SectionI sec = new SectionI(null, Section.d, Section.b_fTop, Section.t_fTop, Section.t_w);
this.Section = sec;
this.PlateOffset = PlateOffset;
this.IsSingleSideReinforcement = IsSingleSideReinforcement;
}
public void SectionDoubleStackedReturnsMomentOfInertia()
{
//W18X50 + C15X33.9
//Table 1-19
SectionI IShape = new SectionI(null, 18.2d,7.56d, 0.695d, 0.415d);
SectionChannel Channel = new SectionChannel(null, 15.0d, 3.4d, 0.65d, 0.4d, true, true);
SectionDoubleStacked shape = new SectionDoubleStacked(Channel, IShape, 0.4);
double I_x = shape.I_x;
double refValue1 = 1456.0; //from Autocad. Does not agree with Manual which is 1250
double I_y = shape.I_y;
double refValue2 = 363.6; //from Autocad. Does not agree with Manual which is 1250
double actualTolerance1 = EvaluateActualTolerance(I_x, refValue1);
double actualTolerance2 = EvaluateActualTolerance(I_y, refValue2);
Assert.LessOrEqual(actualTolerance1, tolerance);
Assert.LessOrEqual(actualTolerance2, 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 void DoublySymmetricIReturnsLateralTorsionalStrength ()
{
FlexuralMemberFactory factory = new FlexuralMemberFactory();
AiscShapeFactory AiscShapeFactory = new AiscShapeFactory();
ISection r = new SectionI("", 12.2, 6.49, 0.38, 0.23);
SteelMaterial mat = new SteelMaterial(50.0, 29000);
ISteelBeamFlexure beam12 = factory.GetBeam(r, 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);
}
internal SectionI(double d, double b_f, double t_f, double t_w)
{
ISection r = new ds.SectionI("", d, b_f, t_f, t_w);
Section = r;
}