public static Dictionary <string, object> MaximumCompressiveStrength(ConcreteFlexureAndAxiaSection ConcreteSection,
string ConfinementReinforcementType = "Ties",
bool IsPrestressed = false, string Code = "ACI318-14")
{
//Default values
double phiP_o = 0;
//Calculation logic:
ConfinementReinforcementType ConfinementReinforcement;
bool IsValidConfinementReinforcementType = Enum.TryParse(ConfinementReinforcementType, true, out ConfinementReinforcement);
if (IsValidConfinementReinforcementType == false)
{
throw new Exception("Failed to convert string. ConfinementReinforcementType. Please check input");
}
double P_o = 0.0;
CalcLog log = new CalcLog();
IConcreteSectionWithLongitudinalRebar Section = (IConcreteSectionWithLongitudinalRebar)ConcreteSection.FlexuralSection;
ConcreteSectionCompression column = new ConcreteSectionCompression(Section, ConfinementReinforcement, log);
P_o = column.GetMaximumForce() / 1000.0; // convert to kip inch units;
double phi = 0.65;
phiP_o = phi * P_o;
return(new Dictionary <string, object>
{
{ "phiP_o", phiP_o }
});
}
public void ShearWallCalculatesPMMDiagram()
{
double f_c_prime = 6;
double f_c_prime_psi = f_c_prime * 1000;
RebarMaterialFactory factory = new RebarMaterialFactory();
string RebarSpecificationId = "A615Grade60";
IRebarMaterial LongitudinalRebarMaterial = factory.GetMaterial(RebarSpecificationId);
double h_total = 20 * 12;
double t_w = 12;
double N_curtains = 2;
double s = 12;
double c_edge = 0;
BoundaryZone BoundaryZoneTop = new BoundaryZone(3, 3, "No8", 6, 3, 3);
BoundaryZone BoundaryZoneBottom = new BoundaryZone(3, 3, "No8", 6, 3, 3);
string WallRebarSizeId = "No4";
FlexuralCompressionFiberPosition p = FlexuralCompressionFiberPosition.Top;
ConcreteMaterial Concrete = new ConcreteMaterial(f_c_prime_psi, ConcreteTypeByWeight.Normalweight, null);
ConfinementReinforcementType ConfinementReinforcementType = KodestructAci.ConfinementReinforcementType.Ties;
CrossSectionRectangularShape shape = new CrossSectionRectangularShape(Concrete, null, t_w, h_total);
List <KodestructAci.RebarPoint> LongitudinalBars = GetLongitudinalBars(shape.SliceableShape as ISectionRectangular, h_total, t_w, WallRebarSizeId, N_curtains, s, c_edge,
BoundaryZoneTop, BoundaryZoneBottom, LongitudinalRebarMaterial);
KodestructAci.IConcreteFlexuralMember fs = new KodestructAci14.ConcreteSectionFlexure(shape, LongitudinalBars, null, ConfinementReinforcementType);
IConcreteSectionWithLongitudinalRebar Section = fs as IConcreteSectionWithLongitudinalRebar;
ConcreteSectionCompression column = new ConcreteSectionCompression(Section, ConfinementReinforcementType, null);
//Convert axial force to pounds
List <PMPair> Pairs = column.GetPMPairs(p);
var PairsAdjusted = Pairs.Select(pair => new PMPair(pair.P / 1000.0, pair.M / 1000.0 / 12.0));
string Filename = Path.Combine(Path.GetTempPath(), "PMInteractionShearWall.csv");
using (CsvFileWriter writer = new CsvFileWriter(Filename))
{
foreach (var pair in PairsAdjusted)
{
CsvRow row = new CsvRow();
row.Add(pair.M.ToString());
row.Add(pair.P.ToString());
writer.WriteRow(row);
}
}
}
/// <summary>
/// Moment strength with axial force (kip - in unit system for all inputs and outputs)
/// </summary>
/// <param name="P_u"> Factored axial force; to be taken as positive for compression and negative for tension </param>
/// <param name="ConcreteSection"> Reinforced concrete section </param>
/// <param name="ConfinementReinforcementType"> Type of compression member confinement reinforcement (tied, spiral etc) </param>
/// <param name="FlexuralCompressionFiberLocation">Specifies if top or bottom fiber is in compression from the effects of bending moment</param>
/// <param name="IsPrestressed">Indicates if member is prestressed</param>
/// <param name="Code">Applicable version of code/standard</param>
/// <returns name="phiM_n"> Design flexural strength at section </returns>
public static double MaximumMomentFromAxialForce(double P_u, ConcreteFlexureAndAxiaSection ConcreteSection,
string ConfinementReinforcementType = "Ties", string FlexuralCompressionFiberLocation = "Top",
bool IsPrestressed = false, string Code = "ACI318-14")
{
//Default values
double phiM_n = 0.0;
//Calculation logic:
ConfinementReinforcementType ConfinementReinforcement;
bool IsValidConfinementReinforcementType = Enum.TryParse(ConfinementReinforcementType, true, out ConfinementReinforcement);
if (IsValidConfinementReinforcementType == false)
{
throw new Exception("Failed to convert string. ConfinementReinforcementType. Please check input");
}
FlexuralCompressionFiberPosition p;
bool IsValidStringFiber = Enum.TryParse(FlexuralCompressionFiberLocation, true, out p);
if (IsValidStringFiber == false)
{
throw new Exception("Flexural compression fiber location is not recognized. Check input.");
}
CalcLog log = new CalcLog();
if (ConcreteSection.FlexuralSection is IConcreteSectionWithLongitudinalRebar)
{
IConcreteSectionWithLongitudinalRebar Section = (IConcreteSectionWithLongitudinalRebar)ConcreteSection.FlexuralSection;
ConcreteSectionCompression column = new ConcreteSectionCompression(Section, ConfinementReinforcement, log);
//Convert axial force to pounds
double P_u_pounds = P_u * 1000.0;
phiM_n = column.GetDesignMomentWithCompressionStrength(P_u_pounds, p).phiM_n / 1000.0; // convert to kip inch units
}
else
{
throw new Exception("Section of wrong type. Create a section type that has longitudinal bars as part of definition.");
}
return(phiM_n);
}
public void ShearWallCalculatesPMMDiagramMaxIteration()
{
double f_c_prime = 6;
double f_c_prime_psi = f_c_prime * 1000;
IRebarMaterial LongitudinalRebarMaterial = new RebarMaterialGeneral(60000);
double l_w = 20 * 12;
double h = 12;
FlexuralCompressionFiberPosition p = FlexuralCompressionFiberPosition.Top;
ConcreteMaterial Concrete = new ConcreteMaterial(f_c_prime_psi, ConcreteTypeByWeight.Normalweight, null);
ConfinementReinforcementType ConfinementReinforcementType = KodestructAci.ConfinementReinforcementType.Ties;
CrossSectionRectangularShape shape = new CrossSectionRectangularShape(Concrete, null, h, l_w);
List <RebarPoint> LongitudinalBars = GetLongitudinalBarsFromCoordinates(LongitudinalRebarMaterial);
KodestructAci.IConcreteFlexuralMember fs = new KodestructAci14.ConcreteSectionFlexure(shape, LongitudinalBars, null, ConfinementReinforcementType);
IConcreteSectionWithLongitudinalRebar Section = fs as IConcreteSectionWithLongitudinalRebar;
ConcreteSectionCompression column = new ConcreteSectionCompression(Section, ConfinementReinforcementType, null);
//Convert axial force to pounds
List <PMPair> Pairs = column.GetPMPairs(p, 50, true);
var PairsAdjusted = Pairs.Select(pair => new PMPair(pair.P / 1000.0, pair.M / 1000.0 / 12.0));
string Filename = Path.Combine(Path.GetTempPath(), "PMInteractionShearWallMaxIteration.csv");
using (CsvFileWriter writer = new CsvFileWriter(Filename))
{
foreach (var pair in PairsAdjusted)
{
CsvRow row = new CsvRow();
row.Add(pair.M.ToString());
row.Add(pair.P.ToString());
writer.WriteRow(row);
}
}
}
public ConcreteSectionCompression(IConcreteSectionWithLongitudinalRebar Section,
ConfinementReinforcementType ConfinementReinforcementType,
ICalcLog log, bool IsPrestressed = false)
: base(Section.Section, Section.LongitudinalBars, log)
{
this.ConfinementReinforcementType = ConfinementReinforcementType;
switch (ConfinementReinforcementType)
{
case ConfinementReinforcementType.Spiral:
this.CompressionMemberType = IsPrestressed == false ? CompressionMemberType.NonPrestressedWithSpirals : CompressionMemberType.PrestressedWithSpirals;
break;
case ConfinementReinforcementType.Ties:
this.CompressionMemberType = IsPrestressed == false ? CompressionMemberType.NonPrestressedWithTies : CompressionMemberType.PrestressedWithTies;
break;
case ConfinementReinforcementType.NoReinforcement:
throw new Exception("Invalid type of ConfinementReinforcementType variable. Specify either ties or spirals. Alternatively use nodes for plain concrete design");
break;
this.CompressionMemberType = IsPrestressed == false ? CompressionMemberType.NonPrestressedWithTies : CompressionMemberType.PrestressedWithTies;
break;
}
}
