public float at(float lastElementTime, float lastElementDuration)
{
switch (_at)
{
case At.AfterLastElement: return(lastElementTime + lastElementDuration + _timeOffset);
case At.WithLastElement: return(lastElementTime + _timeOffset);
case At.SpecificTime: return(_timeOffset);
default: throw new ArgumentOutOfRangeException(nameof(_at), _at.ToString(), "Unknown mode");
}
}
public override string ToString()
{
string line = string.Format("{1}{0}{2}{0}{3}{0}{4}{0}{5}{0}{6}",
ValueSeperator,
At.ToString(DateTimeFormat),
MachineName,
ThreadName,
Type,
Level.ToLine(),
Line);
return(line);
}
public object ToJsObject()
{
var jObj = new object().ToDynamic();
jObj.my = My.ToString();
jObj.at = At.ToString();
jObj.collision = Collision.ToString();
if (Of != null)
{
jObj.of = new jQuery2.jQuery(Of);
}
;
return(jObj);
}
public string to_string()
{
string str = n.ToString() + " " + nj.ToString() + " " + nx.ToString() + "\r\n";
str += Lj.ToString() + " " + Lx.ToString() + "\r\n";
str += Vj.ToString() + " " + Vx.ToString() + "\r\n";
str += Cj.ToString() + " " + Cx.ToString() + "\r\n";
str += Pt.ToString() + " " + At.ToString() + "\r\n";
foreach (var t in targets)
{
str += t.to_string() + "\r\n";
}
return(str);
}
private RestRequest CreateRequest()
{
var request = new RestRequest(Method.GET);
// Add 'At' parameter
if (At > -1)
{
request.AddQueryParameter("at", At.ToString());
}
// Add 'Path' parameter
if (!string.IsNullOrEmpty(Path))
{
request.AddQueryParameter("path", Path);
}
return(request);
}
private Uri CreateUri()
{
// Check for Trailing Forward Slash
var baseUrl = BaseUrl;
if (!baseUrl.EndsWith("/"))
{
baseUrl += "/";
}
// Create Uri
var uri = new Uri(baseUrl);
if (!string.IsNullOrEmpty(DeviceName))
{
uri = new Uri(uri, DeviceName + "/current");
}
else
{
uri = new Uri(uri, "current");
}
var builder = new UriBuilder(uri);
// Add Query Parameters
var query = HttpUtility.ParseQueryString(builder.Query);
// Add 'At' parameter
if (At > -1)
{
query["at"] = At.ToString();
}
// Add 'Path' parameter
if (!string.IsNullOrEmpty(Path))
{
query["path"] = Path;
}
builder.Query = query.ToString();
return(builder.Uri);
}
public void Calculate_Program()
{
//rep_file_name = Path.Combine(user_path, "DESIGN_OF_ONE_RCC_SLAB.TXT");
string view_file = Path.Combine(system_path, "DESIGN.FIL");
string boq_file = Path.Combine(system_path, "BoQ.FIL");
StreamWriter sw_view = new StreamWriter(new FileStream(view_file, FileMode.Create));
StreamWriter sw_boq = new StreamWriter(new FileStream(boq_file, FileMode.Create));
StreamWriter sw = new StreamWriter(new FileStream(rep_file_name, FileMode.Create));
try
{
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("\t\t***********************************************");
sw.WriteLine("\t\t* ASTRA Pro Release 21 *");
sw.WriteLine("\t\t* TechSOFT Engineering Services *");
sw.WriteLine("\t\t* *");
sw.WriteLine("\t\t* DESIGN OF SINGLE SPAN *");
sw.WriteLine("\t\t* ONE WAY RCC SLAB BY LIMIT STATE METHOD *");
sw.WriteLine("\t\t***********************************************");
sw.WriteLine("\t\t-----------------------------------------------");
sw.WriteLine("\t\tTHIS RESULT CREATED ON " + System.DateTime.Now.ToString("dd.MM.yyyy AT HH:mm:ss") + " ");
sw.WriteLine("\t\t----------------------------------------------");
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("USER'S DATA");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine();
sw.WriteLine(" Length Perpendicular to Span [L] = {0:f2} m", L);
sw.WriteLine(" Design Span for Slab [B]= {0:f2} m", B);
sw.WriteLine(" Super imposed / Live Load [LL]= {0:f2} kN/sq.m", LL);
sw.WriteLine(" Slab Load = {0:f2} kN/sq.m", Slab_load);
sw.WriteLine(" Concrete Grade [f_ck] = M {0} N/sq.mm", sigma_ck);
sw.WriteLine(" steel Grade [f_y] = Fe {0} N/sq.mm", sigma_y);
sw.WriteLine(" Diameter of Main Reinforcement [d1] = {0} mm", d1);
sw.WriteLine(" Diameter of Distribution Reinforcement [d2] = {0} mm", d2);
sw.WriteLine(" Clear Cover [h1] = {0} mm", h1);
sw.WriteLine(" End Cover [h2] = {0} mm", h2);
sw.WriteLine(" Provide Distribution Reinforcement [ads] = {0} %", ads);
sw.WriteLine(" Shear Strength of Concrete as % of Steel = {0} %", tc);
sw.WriteLine(" α = {0}", alpha);
sw.WriteLine(" β = {0}", beta);
sw.WriteLine(" γ = {0}", gamma);
sw.WriteLine(" δ = {0}", delta);
sw.WriteLine(" λ = {0}", lamda);
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("DESIGN CALCULATIONS");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("■ STEP 1: Calculations for Overall and effective depth");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine(" Since length of the slab is more than twice the width, it is a");
sw.WriteLine("ONE WAY RCC SLAB. Load will be transferred to the supports along");
sw.WriteLine("the shorter span.");
sw.WriteLine();
sw.WriteLine("Consider a 100 cm wide strip of the slab parallel to its shorter span.");
sw.WriteLine();
double d, lowest_Span;
double val1, val2;
lowest_Span = (L > B) ? B * 1000 : L * 1000;
d = (lowest_Span / (alpha * beta * gamma * delta * lamda));
sw.WriteLine("Minimum depth of slab");
sw.WriteLine(" d = L /(α * β * γ * δ * λ)");
sw.WriteLine();
sw.WriteLine("Let α = {0}, β = {1}, γ = {2}, δ = {3} and λ = {4}", alpha, beta, gamma, delta, lamda);
sw.WriteLine();
sw.WriteLine("So, d = {0}/{1} = {2} mm", lowest_Span.ToString("0.0"), (alpha * beta * gamma * delta * lamda).ToString("0.00"), d.ToString("0.00"));
double D = (d + h1);
sw.WriteLine();
sw.WriteLine("Let us adopt overall depth D = {0} mm.", D.ToString("0.00"));
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("■ STEP 2: Calculations for Design Load, Moment and Shear");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
double deadLoad_slab = (D / 1000) * 1.0 * Slab_load;
sw.WriteLine("Dead Load of slab = {0} * {1} * {2} = {3} kN/m.", (D / 1000).ToString("0.00"), 1.0, Slab_load, deadLoad_slab.ToString("0.00"));
sw.WriteLine();
sw.WriteLine("Superimposed load = {0} * 1 = {1} kN/m.", ll.ToString("0.00"), ll.ToString("0.00"));
double totalLoad = deadLoad_slab + ll;
sw.WriteLine();
sw.WriteLine("Total Load = {0:f2} + {1:f2} = {2:f2} kN/m.", deadLoad_slab, LL, totalLoad);
sw.WriteLine();
double factoredLoad, loadFactor;
loadFactor = 1.5d;
factoredLoad = totalLoad * loadFactor;
sw.WriteLine("Factored load if the load factor is {0}", loadFactor.ToString("0.00"));
sw.WriteLine();
sw.WriteLine(" = {0} * {1} = {2} kN/m", loadFactor.ToString("0.00"), totalLoad.ToString("0.00"), factoredLoad.ToString("0.00"));
sw.WriteLine();
sw.WriteLine("Maximum BM at centre of shorter span");
sw.WriteLine(" = (Wu * l * l) / 8");
sw.WriteLine();
sw.WriteLine("Assume steel consist of {0} mm bars with {1} mm clear cover.", d1, h1);
double half_depth = d1 / 2;
double eff_depth = D - h1 - half_depth;
sw.WriteLine();
sw.WriteLine("Effective depth = {0} - {1} - {2} = {3} mm", D.ToString("0.0"), h1.ToString("0.0"), half_depth.ToString("0.00"), eff_depth.ToString("0.00"));
lowest_Span = lowest_Span / 1000;
double eff_span = (lowest_Span) + (eff_depth / 1000);
sw.WriteLine();
sw.WriteLine("Effective Span of Slab = {0} + d = {0} + {1} = {2} m", (lowest_Span).ToString("0.00"), (eff_depth / 1000).ToString("0.00"), eff_span.ToString("0.00"));
double BM = factoredLoad * eff_span * eff_span / 8;
//sw.WriteLine("So, BM = ({0} * {1} * {1}) / 8 = {2} kNm", factoredLoad.ToString("0.00"), eff_span.ToString("0.00"), BM.ToString("0.00"));
sw.WriteLine();
sw.WriteLine("So, BM = M = ({0} * {1} * {1}) / 8 = {2} kNm", factoredLoad.ToString("0.00"), eff_span.ToString("0.00"), BM.ToString("0.00"));
sw.WriteLine();
sw.WriteLine("Max shear force = Vu = (Wn * lc) / 2");
double max_shear_force = (factoredLoad * lowest_Span / 2.0);
sw.WriteLine(" = {0} * {1}/2 = {2} kN = {3} N", factoredLoad.ToString("0.00"), lowest_Span.ToString("0.0"), max_shear_force.ToString("0.0"), (max_shear_force * 1000).ToString("0.00"));
max_shear_force *= 1000;
sw.WriteLine();
sw.WriteLine("Depth of the slab is given by");
sw.WriteLine(" BM = 0.138 * σ_ck * b * d* d");
double M = (BM * 10E+5);
d = ((BM * 10E+5) / (0.138 * sigma_ck * 1000));
d = Math.Sqrt(d);
sw.WriteLine();
sw.WriteLine("or d = √(({0} * 10E+5)/(0.138 * {1} * 1000)) = {2} mm", BM.ToString("0.00"), sigma_ck.ToString("0.00"), d.ToString("0.00"));
d = (int)(d / 10);
d += 2;
d *= 10;
sw.WriteLine();
sw.WriteLine("Adopt effective depth d = {0} mm and over all depth", d.ToString("0.0"));
sw.WriteLine(" D = {0} mm", eff_depth);
sw.WriteLine();
sw.WriteLine("Adopt of tension steel is given by ");
sw.WriteLine(" M = 0.87 * σ_y * A_t( d - ((σ_y * A_t)/(σ_ck * b))");
double a, b, c, At;
a = (0.87 * sigma_y * sigma_y) / (sigma_ck * 1000);
b = 0.87 * sigma_y * d;
c = M;
double b_ac = (b * b) - 4 * a * c;
At = (b) - Math.Sqrt(Math.Abs(b_ac));
At = At / (2 * a);
At = (int)At / 10;
At += 1;
At = At * 10;
sw.WriteLine();
sw.WriteLine(" {0} * 10E+5 = 0.87 * {1} * At * ({2} - {3} * At / ({4} * 1000))",
BM.ToString("0.00"), sigma_y.ToString("0.00"), d.ToString("0.0"), sigma_y.ToString("0.00"), sigma_ck.ToString("0.00"));
sw.WriteLine();
sw.WriteLine("or At = {0} sq.mm", At);
sw.WriteLine();
sw.WriteLine("Use {0} mm bars @ {1} mm c/c giving total area ", d1, d.ToString("0.0"));
double est_value = (Math.PI * (d1 * d1) / 4) * (1000 / d);
val1 = est_value;
val2 = At;
sw.WriteLine();
if (val1 > val2)
{
sw.WriteLine(" = {0} sq.mm. > {1} sq.mm OK", est_value.ToString("0"), At.ToString("0"));
}
else
{
sw.WriteLine(" = {0} sq.mm. < {1} sq.mm NOT OK", est_value.ToString("0"), At.ToString("0"));
}
double n_rod = At / ((Math.PI * (d1 * d1) / 4));
n_rod = (int)n_rod;
n_rod += 1;
sw.WriteLine();
sw.WriteLine(" Bend alternate bars at L/{0} from the face of support where ", n_rod);
sw.WriteLine("moment reduces to less than half its maximum value. Temperature ");
sw.WriteLine("reinforcement equal to {0}% of the gross concrete area will be", ads);
sw.WriteLine("provided in the longitudinal direction.");
sw.WriteLine();
double dirArea = (ads / 100) * 1000 * eff_depth;
sw.WriteLine(" = {0:f4} * 1000 * {1:f2}", (Ads / 100), eff_depth);
sw.WriteLine(" = {0:f3} sq.mm.", dirArea);
sw.WriteLine();
sw.WriteLine("Use {0} mm MS bars @ 100 mm c/c giving total area ", d2.ToString("0"));
sw.WriteLine();
double a_st = Math.PI * d2 * d2 / 4;
val1 = a_st * 10;
val2 = dirArea;
if (val1 > val2)
{
sw.WriteLine(" = {0} * (1000/100) = {1} sq.mm. > {2} sq.mm OK", a_st.ToString("0.00"), (a_st * 10).ToString("0.00"), dirArea.ToString("0.0"));
}
else
{
sw.WriteLine(" = {0} * (1000/100) = {1} sq.mm. < {2} sq.mm NOT OK", a_st.ToString("0.00"), (a_st * 10).ToString("0.00"), dirArea.ToString("0.0"));
}
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("■ STEP 3: Check for Shear");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine("Percent tension steel = (100 * At)/ (b * d)");
a_st = Math.PI * d1 * d1 / 4;
double percent = (100 * (a_st * (1000 / 300))) / (1000 * d);
sw.WriteLine(" = (100 * ({0} * (1000/300)) / (1000 * {1}) = {2}%", a_st.ToString("0.0"), d.ToString("0.0"), percent.ToString("0.00"));
sw.WriteLine();
sw.WriteLine("Shear strength of concrete for {0}% steel", percent.ToString("0.00"));
ShearValue sh = new ShearValue();
double tau_c = 0.0;
tau_c = sh.Get_M15(percent);
sw.WriteLine(" τ_c = {0} N/sq.mm.", tau_c);
double k = kVal_Table.Get_KValue(eff_depth);
double tc_dash = k * tau_c;
//tau_c = tau_c;
sw.WriteLine();
sw.WriteLine("For {0} mm thick slab, k = {1}", eff_depth.ToString("0.00"), k.ToString("0.00"));
sw.WriteLine();
sw.WriteLine(" So, τ_c` = k * Tc = {0} * {1} = {2} N/sq.mm", k.ToString("0.00"), tau_c.ToString("0.00"), tc_dash.ToString("0.00"));
double Vu = max_shear_force;
double t_v = Vu / (1000 * d);
sw.WriteLine();
sw.WriteLine("Nominal shear stress Tv = Vu / b * d = {0}/(1000 * {1}) = {2} N/sq.mm", Vu, d, t_v.ToString("0.00"));
sw.WriteLine();
sw.WriteLine("The Slab is safe in shear.");
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("■ STEP 4: Check for development length");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine("Moment of resistance offered by {0} mm bars @ {1} mm c/c", d1, d * 2);
sw.WriteLine();
sw.WriteLine("M1 = 0.87 * σ_y * At * (d - (σ_y * At / σ_ck * b))");
sw.WriteLine(" = 0.87 * {0:f2} * {1:f2} * (1000/300) * ", sigma_y, a_st);
sw.WriteLine(" ({0:f2} - ({1:f2} * {2:f2} * (1000 / 300)) / {3:f2} * 1000)",
d, sigma_y, a_st, Sigma_ck);
double M1 = 0.87 * sigma_y * a_st * (1000.0 / 300.0) * (d - (sigma_y * a_st * (1000.0d / 300.0d) / (sigma_ck * 1000.0)));
sw.WriteLine();
sw.WriteLine(" = {0:F2} N mm", M1);
sw.WriteLine("Vu = {0:F2} N", Vu);
sw.WriteLine();
sw.WriteLine("Let us assume anchorage length Lo = 0");
sw.WriteLine(" Ld <= 1.3 * (M1/Vu)");
sw.WriteLine(" 56φ <= 1.3 * ({0}/{1})", M1.ToString("0.00"), Vu.ToString("0.00"));
double phi = (1.3 * (M1 / Vu) / 56.0);
val1 = phi;
val2 = d1;
sw.WriteLine();
if (val1 > val2)
{
sw.WriteLine(" φ < {0}", phi.ToString("0.00"));
sw.WriteLine("We have provided φ = {0} mm, So OK.", d1.ToString("0.00"));
}
else
{
sw.WriteLine(" φ > {0}", phi.ToString("0.00"));
sw.WriteLine("We have provided φ = {0} mm, So NOT OK.", d1.ToString("0.00"));
}
sw.WriteLine();
sw.WriteLine(" The Code requires that bars must be carried");
sw.WriteLine("into the supports by atleast Ld / 3 = 190 mm");
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("■ STEP 5: Check for deflection");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine("Percent tension steel at midspan");
sw.WriteLine(" = (100 * As) / (b * d)");
sw.WriteLine(" = (100 * {0:F2} * 1000 / 150) / (1000 * 150)", a_st);
double pps = (100 * a_st * 1000 / 150) / (1000 * 150);
sw.WriteLine(" = {0}%", pps.ToString("0.00"));
double gama = ModificationFactor.GetGamma(pps);
sw.WriteLine();
sw.WriteLine(" γ = {0}%", gama.ToString("0.00"));
//sw.WriteLine(" σσσγγβαδλ■ √");
sw.WriteLine();
sw.WriteLine(" β = {0}, δ = {1} and λ = {2}", beta, delta, lamda);
// Constant 20
sw.WriteLine();
sw.WriteLine("Allowable L/d = 20 * {0} = {1}", gama.ToString("0.00"), (20 * gama).ToString("0.00"));
val1 = (eff_span * 1000) / d;
val2 = (20 * gama);
sw.WriteLine();
if (val1 < val2)
{
sw.WriteLine("Actual L/d = {0} / {1} = {2} < {3} OK", (eff_span * 1000).ToString("0.00"), d, (eff_span * 1000 / d).ToString("0.00"), (20 * gama).ToString("0.00"));
}
else
{
sw.WriteLine("Actual L/d = {0} / {1} = {2} > {3} NOT OK", (eff_span * 1000).ToString("0.00"), d, (eff_span * 1000 / d).ToString("0.00"), (20 * gama).ToString("0.00"));
}
sw.WriteLine();
sw.WriteLine("---------------------------------------------------------------------------");
sw.WriteLine("--------------------- END OF REPORT --------------------------");
sw.WriteLine("---------------------------------------------------------------------------");
double fd = 500;
sw_view.WriteLine("SLAB DESIGN 02");
sw_view.WriteLine("L = {0}", lowest_Span * 1000);
sw_view.WriteLine("D = {0}", eff_depth);
sw_view.WriteLine("b1 = {0}", d);
sw_view.WriteLine("b2 = 100");
sw_view.WriteLine("h1 = {0}", h1);
sw_view.WriteLine("h2 = {0}", h2);
sw_view.WriteLine("d1 = {0}", d1);
sw_view.WriteLine("d2 = {0}", d2);
sw_view.WriteLine("fd = {0:f0}", fd);
sw_view.WriteLine("w1 = {0}", w1);
sw_view.WriteLine("w2 = {0}", w1);
sw_view.WriteLine("END");
//BoQ CODE
//S_No 1.,2.,3.
//Member 3.5 8.0
//Bar_Mark 01,02,03
//Bar_CODE T10_B1,T6_B2,T10_B1
//Bar_Grade Fe415,Fe415,Fe415
//Bar_Dia 10,6,10
//Bar_Length 3470,7970,3470
//Bar_Nos 56,35,56
//Bar_Weight 0.330,0.220,0.330
//Bar_Shape 3019,120,1209
//Bar_Shape 1209,120,3019
//END BoQ
int main_bar_nos, dist_bar_nos;
double wt_main_bar, wt_dist_bar;
sw_boq.WriteLine("BoQ Code");
sw_boq.WriteLine("S_No {0}.,{1}.,{2}.", 1, 2, 3);
sw_boq.WriteLine("Member {0} {1}", B.ToString("0.0"), L.ToString("0.0"));
sw_boq.WriteLine("Bar_Spacing {0},{1}", d.ToString("0.0"), "100.0");
sw_boq.WriteLine("Bar_Mark 01,02,03");
sw_boq.WriteLine("Bar_Code T{0}_B1,T{1}_B2,T{0}_B1", d1, d2);
sw_boq.WriteLine("BAR_Grade Fe{0},Fe{0},Fe{0}", sigma_y);
sw_boq.WriteLine("Bar_Dia {0},{1},{0}", d1, d2);
sw_boq.WriteLine("Bar_Length {0},{1},{0}", (B * 1000 - 2 * h1), (L * 1000 - 2 * h1));
main_bar_nos = (int)(L * 1000 / d);
dist_bar_nos = (int)(B * 1000 / 100.0d);
wt_main_bar = 0.00616 * d1 * d1 * (B)*main_bar_nos;
wt_dist_bar = 0.00616 * d2 * d2 * (L)*dist_bar_nos;
wt_main_bar /= 1000.0d;
wt_dist_bar /= 1000.0d;
//sw_boq.WriteLine("Bar_Nos {0},{1},{0}", "56", "35", "56");
sw_boq.WriteLine("Bar_Nos {0},{1},{0}", main_bar_nos, dist_bar_nos);
sw_boq.WriteLine("Bar_Weight {0},{1},{0}", wt_main_bar.ToString("0.000"), wt_dist_bar.ToString("0.000"));
//sw_boq.WriteLine("Bar_Weight {0},{1},{0}", "0.330", "0.220");
double k_d = eff_depth - (2 * ((h1 + (d1 / 2))));
double aaa = Math.Sqrt((k_d * k_d) + (k_d * k_d));
double tot_len = (lowest_Span * 1000.0) + 2 * w1 - 2 * h1;
double sh1 = tot_len - (fd + (w1 - h1));
double sh2 = (fd + (w1 - h1)) - eff_depth;
sw_boq.WriteLine("Bar_Shape {0},{1:f0},{2}", sh1, aaa, sh2);
//sw_boq.WriteLine("Bar_Shape {0},{1:f0},{2}", 3140, aaa, 1290);
sw_boq.WriteLine("Bar_Shape {0}", ((L * 1000.0) - (2 * h1)));
sw_boq.WriteLine("Bar_Shape {0},{1},{2}", sh2, aaa, sh1);
sw_boq.WriteLine("END BoQ");
}
catch (Exception exx)
{
}
finally
{
GC.Collect();
sw.Flush();
sw.Close();
sw_view.Flush();
sw_view.Close();
sw_boq.Flush();
sw_boq.Close();
}
}
public override string ToString()
{
return(At.ToString("s"));
}
