/// <summary>
/// Example explaining how to use force modification for beam:
/// additonal minimum bending moment over support M=0.1*Mmax in ULS
/// </summary>
/// <param name="obj">cref="BeamElement" object or cref="ColumnElement" object.</param>
private void ModifySupportForces(ObjectDataBase obj)
{
BeamElement elem = obj as BeamElement;
double maximumM = Double.MinValue;
double maximumL = Double.MinValue;
double minimumL = Double.MaxValue;
int beginIndexSupport = -1;
int endIndexSupport = -1;
int index = 0;
bool isMaximumM = false;
foreach (SectionDataBase sd in elem.ListSectionData)
{
BeamSection sec = sd as BeamSection;
CalcPointLinear calcPoint = sec.CalcPoint as CalcPointLinear;
if (calcPoint != null)
{
if (maximumL < calcPoint.CoordRelative)
{
maximumL = calcPoint.CoordRelative;
endIndexSupport = index;
}
if (minimumL > calcPoint.CoordRelative)
{
minimumL = calcPoint.CoordRelative;
beginIndexSupport = index;
}
}
if (sec != null)
{
foreach (InternalForcesBase forces in sec.ListInternalForces)
{
InternalForcesLinear f = forces as InternalForcesLinear;
if (f != null)
{
if (f.Forces.LimitState == ForceLimitState.Uls)
{
if (maximumM < f.Forces.MomentMy)
{
maximumM = f.Forces.MomentMy;
isMaximumM = true;
}
}
}
}
}
index++;
}
if (isMaximumM)
{
if (beginIndexSupport > -1)
{
BeamSection bs = elem.ListSectionData[beginIndexSupport] as BeamSection;
if (bs != null)
{
InternalForcesLinear f = new InternalForcesLinear();
f.Forces.LimitState = ForceLimitState.Uls;
f.Forces.MomentMy = 0.1 * maximumM;
bs.ListInternalForces.Add(f);
}
}
if (endIndexSupport > -1)
{
BeamSection bs = elem.ListSectionData[endIndexSupport] as BeamSection;
if (bs != null)
{
InternalForcesLinear f = new InternalForcesLinear();
f.Forces.LimitState = ForceLimitState.Uls;
f.Forces.MomentMy = 0.1 * maximumM;
bs.ListInternalForces.Add(f);
}
}
}
}
/// <summary>
/// Simple buckling effect calculation:
/// This is only example: braced (non-sway) structure and single curvature!
/// </summary>
/// <param name="obj">cref="BeamElement" object or cref="ColumnElement" object.</param>
private void ModifyForcesBecauseOfBuckling(ObjectDataBase obj)
{
ColumnElement elem = obj as ColumnElement;
CodeCheckingConcreteExample.Main.LabelColumn rcLabelColumn = elem.Label as CodeCheckingConcreteExample.Main.LabelColumn;
bool dirY = rcLabelColumn.EnabledInternalForces.Contains(ConcreteTypes.EnabledInternalForces.MY);
bool dirZ = rcLabelColumn.EnabledInternalForces.Contains(ConcreteTypes.EnabledInternalForces.MZ);
dirY &= rcLabelColumn.BucklingDirectionY;
dirZ &= rcLabelColumn.BucklingDirectionZ;
if (dirY || dirZ)
{
double lambdaLim = 15.0;
double lambdaY = 0;
double lambdaZ = 0;
double length = elem.Info.GeomLength();
bool modifMy = false;
bool modifMz = false;
if (dirY)
{
lambdaY = (length * rcLabelColumn.LengthCoefficientY) / elem.Info.SectionsParams.AtTheBeg.Characteristics.ry;
modifMy = lambdaY > lambdaLim;
}
if (dirZ)
{
lambdaZ = (length * rcLabelColumn.LengthCoefficientZ) / elem.Info.SectionsParams.AtTheBeg.Characteristics.rz;
modifMz = lambdaZ > lambdaLim;
}
double additionalMy = 0;
double additionalMz = 0;
double My = 0;
double Mz = 0;
double N = 0;
double dimY = elem.Info.SectionsParams.AtTheBeg.Dimensions.vpy + elem.Info.SectionsParams.AtTheBeg.Dimensions.vy;
double dimZ = elem.Info.SectionsParams.AtTheBeg.Dimensions.vpz + elem.Info.SectionsParams.AtTheBeg.Dimensions.vz;
foreach (SectionDataBase sd in elem.ListSectionData)
{
ColumnSection sec = sd as ColumnSection;
if (sec != null)
{
foreach (InternalForcesBase forces in sec.ListInternalForces)
{
InternalForcesLinear f = forces as InternalForcesLinear;
if (f != null)
{
if (f.Forces.LimitState == ForceLimitState.Uls)
{
CalcPointLinear calcPoint = sec.CalcPoint as CalcPointLinear;
N = f.Forces.ForceFx;
if (N > Double.Epsilon)
{
if (dirY)
{
My = f.Forces.MomentMy;
additionalMy = (-0.002 * N / dimZ);
additionalMy *= rcLabelColumn.LengthCoefficientY * rcLabelColumn.LengthCoefficientY;
additionalMy *= (calcPoint.CoordAbsolute * calcPoint.CoordAbsolute - length * calcPoint.CoordAbsolute);
f.Forces.MomentMy += f.Forces.MomentMy > 0.0 ? additionalMy : -additionalMy;
}
if (dirZ)
{
Mz = f.Forces.MomentMz;
additionalMz = (-0.002 * N / dimY);
additionalMz *= rcLabelColumn.LengthCoefficientZ * rcLabelColumn.LengthCoefficientZ;
additionalMz *= (calcPoint.CoordAbsolute * calcPoint.CoordAbsolute - length * calcPoint.CoordAbsolute);
f.Forces.MomentMz += f.Forces.MomentMz > 0.0 ? additionalMz : -additionalMz;
}
}
}
}
}
}
}
}
}
/// <summary>
/// Runs calculation\operations for cref="BeamElement".
/// </summary>
/// <param name="obj">cref="BeamElement".</param>
/// <returns>Result of calculation.</returns>
public bool Run(ObjectDataBase obj)
{
ElementDataBase elementData = obj as ElementDataBase;
if (obj != null)
{
BeamElement objBeam = obj as BeamElement;
if (objBeam != null)
{
CodeCheckingConcreteExample.Main.ResultBeam res = elementData.Result as CodeCheckingConcreteExample.Main.ResultBeam;
if (res != null)
{
double young = objBeam.Info.Material.Characteristics.YoungModulus.X;
double maxCoef = 0;
double stifCoef = 0.0;
double avrCoef = 0.0;
int sectionNo = 0;
foreach (SectionDataBase sd in elementData.ListSectionData)
{
BeamSection sec = sd as BeamSection;
if (sec != null)
{
if (sec.MinStiffness > Double.Epsilon)
{
CalcPointLinear calcPoint = sec.CalcPoint as CalcPointLinear;
double Iy = sec.Info.SectionsParams.AtThePoint(calcPoint.CoordRelative).Characteristics.Iy;
stifCoef = (Iy * young) / sec.MinStiffness;
}
else
{
stifCoef = 0;
break;
}
++sectionNo;
maxCoef = Math.Max(maxCoef, stifCoef);
avrCoef += stifCoef;
}
}
double finStiffnes = 0;
if (stifCoef > Double.Epsilon)
{
avrCoef /= sectionNo;
finStiffnes = 0.5 * (maxCoef + avrCoef);
}
else
{
objBeam.AddFormatedWarning(new ResultStatusMessage("Calculation of deflections was not performed."));
}
foreach (SectionDataBase sd in elementData.ListSectionData)
{
BeamSection sec = sd as BeamSection;
if (sec != null)
{
sec.StiffnesCoeff = finStiffnes;
}
}
}
}
}
return(true);
}
