public static Dictionary <string, object> TwoWayShearStressFromMomentAndShear(double M_ux, double M_uy, double V_u, PunchingShearPerimeter PunchingShearPerimeter, string PunchingPerimeterConfiguration,
double gamma_vx, double gamma_vy, bool AllowShearRedistribution = false)
{
//Default values
double v_u_Max = 0;
double v_u_Min = 0;
//Calculation logic:
PunchingShearPerimeter p = PunchingShearPerimeter;
PunchingPerimeterConfiguration Configuration;
bool IsValidInputString = Enum.TryParse(p.Configuration, true, out Configuration);
if (IsValidInputString == false)
{
throw new Exception("Failed to convert string. Examples of acceptable values are Interior, EdgeLeft, CornerLeftTop. Please check input");
}
ConcreteSectionTwoWayShear sec = new ConcreteSectionTwoWayShear(p.PerimeterData, p.d, p.c_x, p.c_y, Configuration, false);
//Check gamma's
double v_uConcentric = sec.GetConcentricShearStress(V_u);
double phi_v_c = sec.GetTwoWayStrengthForUnreinforcedConcrete() / 1000.0; //convert to ksi
if (gamma_vx == 1.0 && v_uConcentric > 0.75 * phi_v_c)
{
throw new Exception("gamma_vx cannot be 1.0 if stress due to concentric shear force exceeds 75% of concrete shear strength");
}
if (gamma_vy == 1.0 && v_uConcentric > 0.75 * phi_v_c)
{
throw new Exception("gamma_vy cannot be 1.0 if stress due to concentric shear force exceeds 75% of concrete shear strength");
}
ResultOfShearStressDueToMoment result = sec.GetCombinedShearStressDueToMomementAndShear(M_ux, M_uy, V_u, gamma_vx, gamma_vy, AllowShearRedistribution);
v_u_Max = result.v_max;
v_u_Min = result.v_min;
gamma_vx = result.gamma_vx;
gamma_vy = result.gamma_vy;
return(new Dictionary <string, object>
{
{ "v_u_Max", v_u_Max }
, { "v_u_Min", v_u_Min }
, { "gamma_vx", gamma_vx }
, { "gamma_vy", gamma_vy }
});
}
/// <summary>
/// Shear stress due to unbalanced moment going into the column-slab intersection through varying shear distribution per 421.1R-13 section 8.4.4.2.3
/// </summary>
/// <param name="M_ux_bar">Moment around X axis normal to slab edge or in the direction of corner bisecting ray. This moment must be reported at punching perimeter centoid.</param>
/// <param name="M_uy_bar">Moment around Y axis parallel to slab edge or in the direction normal to corner bisecting ray. This moment must be reported at punching perimeter centoid.</param>
/// <param name="V_u">Punching shear force</param>
/// <param name="gamma_v_x">Portion of unbalanced moment around X axis (normal to slab edge) to be transferred by shear</param>
/// <param name="gamma_v_y">Portion of unbalanced moment around Y axis (parallel to slab edge or in the direction normal to corner bisecting ray) to be transferred by shear</param>
/// <param name="AllowSinglePointStressRedistribution">Determines if the reduction of peak stress if the maximum stress occurs at a single point (per ACI 421.1R-13)</param>
/// <returns>Maximum and minimum stress (maximum is additive to the concentic shear) </returns>
public ResultOfShearStressDueToMoment GetCombinedShearStressDueToMomementAndShear(double M_ux_bar, double M_uy_bar,
double V_u, double gamma_v_x = 0, double gamma_v_y = 0, bool AllowSinglePointStressRedistribution = false)
{
//ColumnCenter = GetColumnCenter();
double y_O = GetPunchingPerimeterEccentricityY();
double x_O = GetPunchingPerimeterEccentricityX();
double M_x_bar = M_ux_bar; //+ V_u * y_O; Ignore beneficial effects of shear force eccentricity because for high-shear low moment cases the moment reverses
double M_y_bar = M_uy_bar; //+V_u * x_O; Ignore beneficial effects of shear force eccentricity because for high-shear low moment cases the moment reverses
//calculate gammas
//double gamma_vx = Get_gamma_vx(l_x, l_y);
//double gamma_vy = Get_gamma_vy(l_x, l_y);
double gamma_vx;
double gamma_vy;
if (gamma_v_x > 1.0 || gamma_v_y > 1)
{
throw new Exception("Invalid value for gamma_v_x or gamma_v_y. One of these values is more than 1.0");
}
else if (gamma_v_x < 0.0 || gamma_v_y < 0.0)
{
throw new Exception("Invalid value for gamma_v_x or gamma_v_y. One of these values less than 0.0");
}
else
{
//gamma_vx = Get_gamma_vx(l_x, l_y);
//gamma_vy = Get_gamma_vy(l_x, l_y);
gamma_vx = gamma_v_x;
gamma_vy = gamma_v_y;
}
List <double> shearStressValues = new List <double>();
//Find cutoff points for redistribution case
var PointsI = RotatedSegments.Select(seg => seg.PointI).ToList();
var PointsJ = RotatedSegments.Select(seg => seg.PointJ).ToList();
PointsI.AddRange(PointsJ);
//List<Point2D> UniquePoints = PointsI.Distinct().ToList();
List <Point2D> UniquePoints = new List <Point2D>();
foreach (var p in PointsI)
{
if (!UniquePoints.Contains(p))
{
UniquePoints.Add(p);
}
}
double YMax = UniquePoints.Max(p => p.Y);
double YMin = UniquePoints.Min(p => p.Y);
double XMax = UniquePoints.Max(p => p.X);
double XMin = UniquePoints.Min(p => p.X);
bool IsSinglePointY = false;
double YMaxCutoff = 0.0;
double YMinCutoff = 0.0;
bool IsSinglePointX = false;
double XMaxCutoff = 0.0;
double XMinCutoff = 0.0;
if (UniquePoints.Where(p => p.Y == YMax).ToList().Count == 1)
{
YMaxCutoff = YMax - 0.4 * d;
}
else
{
YMaxCutoff = YMax;
}
if (UniquePoints.Where(p => p.Y == YMin).ToList().Count == 1)
{
YMinCutoff = YMin + 0.4 * d;
}
else
{
YMinCutoff = YMin;
}
if (UniquePoints.Where(p => p.X == XMax).ToList().Count == 1)
{
XMaxCutoff = XMax - 0.4 * d;
}
else
{
XMaxCutoff = XMax;
}
if (UniquePoints.Where(p => p.X == XMin).ToList().Count == 1)
{
XMinCutoff = XMin + 0.4 * d;
}
else
{
XMinCutoff = XMin;
}
//double x = Math.Abs(point.X - PunchingPerimeterCentroid.X);
//double y = Math.Abs(point.Y - PunchingPerimeterCentroid.Y);
foreach (var p in UniquePoints)
{
double X = 0.0;
double Y = 0.0;
if (AllowSinglePointStressRedistribution == false)
{
X = p.X;
Y = p.Y;
}
else
{
X = p.X > XMaxCutoff ? XMaxCutoff : p.X;
X = p.X < XMinCutoff ? XMinCutoff : p.Y;
Y = p.Y > YMaxCutoff ? YMaxCutoff : p.Y;
Y = p.Y < YMinCutoff ? YMinCutoff : p.Y;
}
//Calculate properties with respect to Principal axis
double J_x = GetJx(RotatedSegments); // d times product of inertia of assumed shear critical section about PRINCIPAL axes x
double J_y = GetJy(RotatedSegments); // d times product of inertia of assumed shear critical section about PRINCIPAL axes y
//Adjust moments for principal axis orientation (ACCOUNTING FOR THE LOCAL AXIS PER ACI 421)
//Follow Fig B.1 (a) (b) and (c) for sign convention
double M_y;
double M_x;
if (thetaRad != 0)
{
M_y = M_x_bar * Math.Sin(thetaRad) + M_y_bar * Math.Cos(thetaRad);
M_x = M_x_bar * Math.Cos(thetaRad) - M_y_bar * Math.Sin(thetaRad);
}
else
{
M_y = M_y_bar;
M_x = M_x_bar;
}
double v_u_I = GetShearStressFromMomentAndShear(M_x, M_y, V_u, J_x, J_y, A_c, gamma_vx, gamma_vy, X, Y);
shearStressValues.Add(v_u_I);
}
double v_min = shearStressValues.Min();
double v_max = shearStressValues.Max();
ResultOfShearStressDueToMoment result = new ResultOfShearStressDueToMoment(v_max, v_min, gamma_vx, gamma_vy);
return(result);
}
