/// <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="BeamSection" and cref="ColumnSection".
/// </summary>
/// <param name="obj">cref="BeamSection" object or cref="ColumnSection" object.</param>
/// <returns>Result of calculation.</returns>
public bool Run(ObjectDataBase obj)
{
SectionDataBase sectionData = obj as SectionDataBase;
if (obj != null)
{
CommonParameters commParams = Parameters as CommonParameters;
ForceResultsCache cache = null;
if (commParams != null)
{
cache = commParams.ResultCache;
}
Section sec = null;
switch (sectionData.Category)
{
default:
break;
case Autodesk.Revit.DB.BuiltInCategory.OST_ColumnAnalytical:
if (sectionData is ColumnSection)
{
ColumnSection section = sectionData as ColumnSection;
if (section.Info != null)
{
SectionsInfo secInfo = section.Info.Sections.AtTheBeg;
if (secInfo.Sections.Count > 0)
{
sec = secInfo.Sections[0];
}
}
}
break;
case Autodesk.Revit.DB.BuiltInCategory.OST_BeamAnalytical:
if (sectionData is BeamSection && sectionData.Label is LabelBeam)
{
BeamSection section = sectionData as BeamSection;
LabelBeam label = sectionData.Label as LabelBeam;
if (section.Info != null)
{
SectionsInfo secInfo = section.Info.Sections.AtTheBeg;
if (secInfo.Sections.Count > 0)
{
sec = secInfo.Sections[0];
if (label.SlabBeamInteraction == ConcreteTypes.BeamSectionType.WithSlabBeamInteraction && section.Info.Slabs != null && section.Info.Slabs.TSection != null)
{
int nbrPoints = (sec.Contour != null && sec.Contour.Points != null) ? sec.Contour.Points.Count : 0;
double relativeX = (section.CalcPoint as CalcPointLinear).CoordRelative;
double maxFlangeWidth = 0.5 * section.Info.SectionsParams.AtThePoint(relativeX).Dimensions.h;
sec = section.Info.Slabs.TSection.GetContour(relativeX, maxFlangeWidth, maxFlangeWidth);
if (sec.Contour.Points.Count != nbrPoints)
{
section.IsTSection = true;
section.DesignInfo.Add(Resources.ResourceManager.GetString("SlabBeamInteraction"));
}
}
}
}
}
break;
}
switch (sectionData.Category)
{
default:
break;
case Autodesk.Revit.DB.BuiltInCategory.OST_ColumnAnalytical:
case Autodesk.Revit.DB.BuiltInCategory.OST_BeamAnalytical:
if (sectionData is LinearSection)
{
LinearSection section = sectionData as LinearSection;
if (sec != null && sec.Contour != null)
{
foreach (Autodesk.Revit.DB.XYZ p in sec.Contour.Points)
{
section.Geometry.Add(p.X, p.Y);
}
Autodesk.Revit.DB.XYZ pmin = sec.GetMinimumBoundary();
Autodesk.Revit.DB.XYZ pmax = sec.GetMaximumBoundary();
section.Width = Math.Abs(pmin.X - pmax.X);
section.Height = Math.Abs(pmin.Y - pmax.Y);
}
if (cache != null)
{
IList <ForceLoadCaseDescriptor> loadCaseDescriptors = cache.GetLoadCaseDescriptors();
List <double> vFx = cache.GetForceForPoint(sectionData.ElementId, loadCaseDescriptors, sectionData.CalcPoint, ForceType.Fx);
List <double> vFy = cache.GetForceForPoint(sectionData.ElementId, loadCaseDescriptors, sectionData.CalcPoint, ForceType.Fy);
List <double> vFz = cache.GetForceForPoint(sectionData.ElementId, loadCaseDescriptors, sectionData.CalcPoint, ForceType.Fz);
List <double> vMx = cache.GetForceForPoint(sectionData.ElementId, loadCaseDescriptors, sectionData.CalcPoint, ForceType.Mx);
List <double> vMy = cache.GetForceForPoint(sectionData.ElementId, loadCaseDescriptors, sectionData.CalcPoint, ForceType.My);
List <double> vMz = cache.GetForceForPoint(sectionData.ElementId, loadCaseDescriptors, sectionData.CalcPoint, ForceType.Mz);
List <double> vUx = cache.GetForceForPoint(sectionData.ElementId, loadCaseDescriptors, sectionData.CalcPoint, ForceType.Ux);
List <double> vUy = cache.GetForceForPoint(sectionData.ElementId, loadCaseDescriptors, sectionData.CalcPoint, ForceType.Uy);
List <double> vUz = cache.GetForceForPoint(sectionData.ElementId, loadCaseDescriptors, sectionData.CalcPoint, ForceType.Uz);
int i = -1;
foreach (ForceLoadCaseDescriptor cas in loadCaseDescriptors)
{
i++;
InternalForcesLinear linForces = new InternalForcesLinear();
InternalForcesContainer forces = new InternalForcesContainer();
forces.CaseName = cas.Name;
forces.LimitState = cas.State;
forces.ForceFx = vFx.Count == 0 ? 0.0 : vFx[i];
forces.ForceFy = vFy.Count == 0 ? 0.0 : vFy[i];
forces.ForceFz = vFz.Count == 0 ? 0.0 : vFz[i];
forces.MomentMx = vMx.Count == 0 ? 0.0 : vMx[i];
forces.MomentMy = vMy.Count == 0 ? 0.0 : vMy[i];
forces.MomentMz = vMz.Count == 0 ? 0.0 : vMz[i];
forces.DeflectionUx = vUx.Count == 0 ? 0.0 : vUx[i];
forces.DeflectionUy = vUy.Count == 0 ? 0.0 : vUy[i];
forces.DeflectionUz = vUz.Count == 0 ? 0.0 : vUz[i];
linForces.Forces = forces;
section.ListInternalForces.Add(linForces);
}
}
}
break;
}
}
return(true);
}
/// <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);
}
}
}
}
