public static Dictionary <string, object> CopedSectionStrengthInFlexure(double d, double b_f, double t_f, double d_cope, double c, double t_w, double F_y, double F_u, string BeamCopeCase,
string Code = "AISC360-10")
{
//Default values
double phiM_n = 0;
//Calculation logic:
BeamCopeCase copeType;
bool IsValidStringLoadType = Enum.TryParse(BeamCopeCase, true, out copeType);
if (IsValidStringLoadType == true)
{
BeamCopeFactory factory = new BeamCopeFactory();
IBeamCope copedBeam = factory.GetCope(copeType, d, b_f, t_f, t_w, d_cope, c, F_y, F_u);
phiM_n = copedBeam.GetFlexuralStrength();
}
else
{
throw new Exception("Coped beam calculation failed. Beam cope case (type) designation.");
}
return(new Dictionary <string, object>
{
{ "phiM_n", phiM_n }
});
}
public void BeamUncopedCopeReturnsValue()
{
//AISC Live Webinar: FUNDAMENTALS OF CONNECTION DESIGN. Tom Murray
//August 21, 2014
//Part 3 page 25 (Handout)
double d = 13.8;
double t_w = 0.270;
double b_f = 6.73;
double t_f = 0.385;
double d_cope = 3.0;
double c = 8;
double F_y = 50;
double F_u = 65;
BeamCopeFactory factory = new BeamCopeFactory();
IBeamCope copedBeam = factory.GetCope(Steel.AISC.BeamCopeCase.Uncoped, d, b_f, t_f, t_w, d_cope, c, F_y, F_u);
double phiM_n = copedBeam.GetFlexuralStrength();
double refValue = 2128;
double actualTolerance = EvaluateActualTolerance(phiM_n, refValue);
Assert.True(actualTolerance <= tolerance);
}
public static Dictionary <string, object> ExtendedSinglePlateFlexuralBucklingStrength(double a_bolts, double t_p, double d_pl, double F_y, string Code = "AISC360-10")
{
//Default values
double phiM_n = 0;
//Calculation logic:
double c = a_bolts;
double b_f = t_p;
double t_w = t_p;
double t_f = 0;
double d = d_pl;
double d_cope = 0;
BeamCopeFactory factory = new BeamCopeFactory();
IBeamCope copedBeam = factory.GetCope(BeamCopeCase.CopedBothFlanges, d, b_f, t_f, t_w, d_cope, c, F_y, F_y);
phiM_n = copedBeam.GetFlexuralStrength();
return(new Dictionary <string, object>
{
{ "phiM_n", phiM_n }
});
}
