public static double[,] CalcAstr_s(SapFrameElement elem, double[] qsArr, int nbranches)
{//astr (cross sectional area of one branch in mm2)
// s(mm) must be (100 - 200 mm)
// fy in N/mm2
double AsMin_s240 = Math.Max(((elem.MyRectSec.B * 1000 * (0.4 / 240)) / nbranches), ((elem.MyRectSec.B * 1000 * (0.15 / 100)) / nbranches));
double AsMin_s360 = Math.Max(((elem.MyRectSec.B * 1000 * (0.4 / 360)) / nbranches), ((elem.MyRectSec.B * 1000 * (0.10 / 100)) / nbranches));
double AsMin_s400 = Math.Max(((elem.MyRectSec.B * 1000 * (0.4 / 400)) / nbranches), ((elem.MyRectSec.B * 1000 * (0.10 / 100)) / nbranches));
double[,] Astr_s = new double[2, 3];
for (int i = 0; i < Astr_s.GetLength(0) /*2*/; i++)
{
Astr_s[i, 0] = Math.Max((qsArr[i] * elem.MyRectSec.B * 1000) / (nbranches * (240 / 1.15)), AsMin_s240);
Astr_s[i, 1] = Math.Max((qsArr[i] * elem.MyRectSec.B * 1000) / (nbranches * (360 / 1.15)), AsMin_s360);
Astr_s[i, 2] = Math.Max((qsArr[i] * elem.MyRectSec.B * 1000) / (nbranches * (400 / 1.15)), AsMin_s400);
if (qsArr[i] == -2)
{
Astr_s[i, 0] = -2;
Astr_s[i, 1] = -2;
Astr_s[i, 2] = -2;
}
}
return(Astr_s);
}
public static double[] getqsArr(SapFrameElement elem, double qcu, double qmax, double[] quArr /*applied shear stress*/)
{//shear stress carried by stirrups in(N/mm2)
double[] qsArr = new double[2];
for (int i = 0; i < qsArr.Length; i++)
{
if (qcu >= quArr[i])
{
//string s = "Use minimum stirrups";
//elem.FrameResults.ElementAt(0).StatusShear[i] = s;
qsArr[i] = -1; //use min stirrups(Y8@200mm)
}
else if (quArr[i] > qmax)
{
//elem.FrameResults.ElementAt(0).StatusShear[i] = "increase Section Dims";
qsArr[i] = -2; //not safe
}
else
{
double qsValue = elem.FrameResults.ElementAt(0).Qu[i] - (qcu / 2);
if (qsValue < 0)
{
qsValue = 0;
}
qsArr[i] = qsValue;
//elem.FrameResults.ElementAt(0).StatusShear[i] = "OK!";
}
}
return(qsArr);
}
public static double[] ManualCalcAstr_s(SapFrameElement elem, double[] qsArr, int nbranches, double fystr)
{//astr (cross sectional area of one branch in mm2)
// s(mm) must be (100 - 200 mm)
// fy in N/mm2
double AsMin_s = 0;
if (fystr == 240)
{
AsMin_s = Math.Max(((elem.MyRectSec.B * 1000 * (0.4 / fystr)) / nbranches), ((elem.MyRectSec.B * 1000 * (0.15 / 100)) / nbranches));
}
else if (fystr == 360 || fystr == 400)
{
AsMin_s = Math.Max(((elem.MyRectSec.B * 1000 * (0.4 / fystr)) / nbranches), ((elem.MyRectSec.B * 1000 * (0.10 / 100)) / nbranches));
}
double[] Astr_s = new double[2];
for (int i = 0; i < Astr_s.Length; i++)
{
Astr_s[i] = Math.Max((qsArr[i] * elem.MyRectSec.B * 1000) / (nbranches * (fystr / 1.15)), AsMin_s);
if (qsArr[i] == -2)
{
Astr_s[i] = -2;
}
}
return(Astr_s);
}
/*-------------------------------------Shear Design-------------------------------------*/
public static double[] getS22Arr(SapFrameElement elem)
{// applied shear force in KN (S22)
double[] S22Arr = new double[2];
S22Arr[0] = Math.Abs(elem.FrameResults.ElementAt(0).V2.First());
S22Arr[1] = Math.Abs(elem.FrameResults.ElementAt(0).V2.Last());
return(S22Arr);
}
public static double[] getquArr(SapFrameElement elem, double[] S22Arr)
{// applied shear stress in N/mm2
double[] quArr = new double[2];
quArr[0] = (S22Arr[0] * 1000) / (elem.MyRectSec.B * 1000 * elem.MyRectSec.T * 1000);
quArr[1] = (S22Arr[1] * 1000) / (elem.MyRectSec.B * 1000 * elem.MyRectSec.T * 1000);
return(quArr);
}
public static double[] calcC(SapFrameElement elem, double[] c1Arr)
{
double[] cVals = new double[3]; //For Solving the Quadratic Equation
for (int i = 0; i < cVals.Length; i++)
{
cVals[i] = 1 / (0.3573 * Math.Pow(c1Arr[i], 2));
}
return(cVals);
}
public static int[] CalcMaxNRebarinLayer(double[] diameters, SapFrameElement elem)
{
int[] maxnRebarInLayer = new int[diameters.Length];
for (int i = 0; i < maxnRebarInLayer.Length; i++)
{
maxnRebarInLayer[i] = Convert.ToInt32(Math.Floor((elem.MyRectSec.B * 1000 + 0.25) / (diameters[i] + 25)));
}
return(maxnRebarInLayer);
}
public static double[] calcC1(SapFrameElement elem, double[] m33Arr /*KN.m*/, double cover /*mm*/, double fcu)
{
double[] c1Arr = new double[3];
for (int i = 0; i < c1Arr.Length; i++)
{
c1Arr[i] = Math.Abs((elem.MyRectSec.T * 1000 - cover) / Math.Pow(((m33Arr[i] * 1000000 /*N.mm*/)
/ (fcu /*fcu N/mm2*/ * elem.MyRectSec.B * 1000)), 0.50));
}
return(c1Arr);
}
/*-------------------------------------Flexural Design-------------------------------------*/
public static double[] getM33Arr(SapFrameElement elem)
{
double[] m33Arr = new double[3];
m33Arr[0] = Math.Abs(elem.FrameResults.ElementAt(0).M3.First());
m33Arr[1] = Math.Abs(elem.FrameResults.ElementAt(0).M3.Max());
m33Arr[2] = Math.Abs(elem.FrameResults.ElementAt(0).M3.Last());
return(m33Arr);
}
public static double[] calcJ(SapFrameElement elem, double[] cdArr, double[] c1Arr)
{
double[] jArr = new double[3];
for (int i = 0; i < jArr.Length; i++)
{
if (c1Arr[i] >= 4.85)
{
jArr[i] = 0.826;
}
else
{
jArr[i] = (1 / 1.15) * (1 - 0.4 * cdArr[i]);
}
}
return(jArr);
}
public static double[] calcCd(SapFrameElement elem, double[] cVals)
{
double[] cdArr = new double[3];
for (int i = 0; i < cdArr.Length; i++)
{
double x = Math.Min(((1 + Math.Pow((1 - 4 * 0.40 * cVals[i]), 0.50)) / 0.80)
, ((1 - Math.Pow((1 - 4 * 0.40 * cVals[i]), 0.50)) / 0.80));
cdArr[i] = Math.Max(x, 0.125);
//if (cdArr[i] > 0.44)
//{
// cdArr[i] = 0.44;
//}
}
return(cdArr);
}
public static double[] calcAs(SapFrameElement elem, double[] jArr, double[] c1Arr, double[] m33Arr, double cover, double fy, double fcu)
{ // Flexural Steel Area
double[] AsArr = new double[3]; //As in cm2
for (int i = 0; i < AsArr.Length; i++)
{
double asValue;
double asMin = (0.225 * (Math.Pow(fcu, 0.50) / fy) *
(elem.MyRectSec.B * 1000 * (elem.MyRectSec.T * 1000 - cover))) / 100;
if (c1Arr[i] < 2.78) //if true, increase dimensions.
{
asValue = -1; //increase dims
}
else
{
asValue = (((m33Arr[i]) * 1000000) / (fy * jArr[i] * (elem.MyRectSec.T * 1000 - cover))) / 100;
if (asValue < asMin)
{
asValue = asMin;
}
}
AsArr[i] = asValue;
}
return(AsArr);
}