public void Calculate_Program(string file_name)
{
frmCurve f_c = null;
StreamWriter sw = new StreamWriter(new FileStream(file_name, FileMode.Create));
#region TechSOFT Banner
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 DECK SLAB *");
sw.WriteLine("\t\t* FOR T-BEAM RCC BRIDGE *");
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----------------------------------------------");
#endregion
try
{
#region USER DATA
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("USER'S DATA");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine(" Width of Carriage way = {0:f3} m", width_carrage_way);
sw.WriteLine(" Effective Span of Tee Beam = {0} m", effe_span);
sw.WriteLine(" Concrete Grade = M {0:f0} ", concrete_grade);
sw.WriteLine(" Steel Grade = Fe {0:f0} ", steel_grade);
sw.WriteLine(" Permissible Stress in Concrete [σ_cb] = {0} N/sq.m", sigma_cb);
sw.WriteLine(" Permissible Stress in Steel [σ_st] = {0} N/sq.m", sigma_st);
sw.WriteLine(" Spacing of Cross Girders [L]= {0} m {1,40}", L, "Marked as (C) in the Drawing");
sw.WriteLine(" No. Of Main girders = {0:f0} ", no_main_girder);
sw.WriteLine(" Spacing of main Girders [B] = {0} m {1,40}", B, "Marked as (A) in the Drawing");
sw.WriteLine(" Width of Cross Girders = {0} mm {1,40}", width_cross_girders, "Marked as (D) in the Drawing");
sw.WriteLine(" Width of Long Girders = {0} mm {1,40}", width_long_girders, "Marked as (B) in the Drawing");
sw.WriteLine(" Modular ratio [m] = {0} ", m);
sw.WriteLine(" Lever arm factor [j] = {0} ", j);
sw.WriteLine(" Moment factor [Q] = {0} ", Q);
sw.WriteLine(" Minimum Cover = {0:f3} mm", minimum_cover);
sw.WriteLine(" Load = {0:f3} kN", load);
sw.WriteLine(" Width of Load [a]= {0:f3} m", width);
sw.WriteLine(" Length of Load [b]= {0:f3} m", length);
sw.WriteLine(" Impact Factor [IF]= {0:f3} ", impact_factor);
sw.WriteLine(" Continuity Factor [CF]= {0:f3} ", continuity_factor);
sw.WriteLine(" Constant [µ] = {0:f3} ", mu);
sw.WriteLine(" Thickness of concrete Deck Slab [Ds] = {0} mm {1,40}", Ds, "Marked as (F) in the Drawing");
sw.WriteLine(" Unit weight of concrete Deck Slab [γ_c]= {0} kN/cu.m", gamma_c);
sw.WriteLine(" Thickness of Asphalt Wearing Course [Dwc] = {0} mm {1,40}", Dwc, "Marked as (E) in the Drawing");
sw.WriteLine(" Unit weight of Asphalt Wearing Course [γ_wc] = {0} kN/cu.m", gamma_wc);
sw.WriteLine();
sw.WriteLine();
#endregion
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("DESIGN CALCULATIONS");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 1 : Calculations for Bending Moments for Permanent Load ");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine("Self weight of slab = Ds * γ_c = {0} * {1} = {2} kN/sq.m.",
(Ds / 1000),
gamma_c,
self_weight_slab);
sw.WriteLine();
sw.WriteLine("Self weight of wearing course = Dwc * γ_wc ");
sw.WriteLine(" = {0} * {1}", (Dwc / 1000), gamma_wc);
sw.WriteLine(" = {0} kN/sq.m.", self_weight_wearing_cource);
sw.WriteLine();
sw.WriteLine(" Total weight = {0} + {1}", self_weight_slab, self_weight_wearing_cource);
sw.WriteLine(" = {0} kN/sq.m.", total_weight);
double w1;
w1 = B * no_main_girder * total_weight;
sw.WriteLine();
sw.WriteLine("Total Permanent Load on Slab Panel = W1");
sw.WriteLine(" = {0} * {1} * {2}",
B,
no_main_girder,
total_weight);
sw.WriteLine(" = {0} kN", w1);
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("Full slab Panel is Loaded with uniformly distributed load");
double k;
k = B / no_main_girder;
sw.WriteLine("k = B / L = {0:f2} / {1:f2} = {2:f2}",
B,
no_main_girder,
k);
sw.WriteLine("1/k = 1 / {0} = {1}",
k,
(1 / k));
f_c = new frmCurve(k, 0.0, 0.0, LoadType.FullyLoad);
f_c.ShowDialog();
double m1, m2, MB, ML;
m1 = f_c.m1;
m2 = f_c.m2;
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("Select m1 and m2 from Pigeaud's curve");
sw.WriteLine(" m1 = {0} and m2 = {1}", m1, m2);
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("The Permanent Load Bending Moments are obtained by");
sw.WriteLine("applying continuity Factor (CF) as, ");
sw.WriteLine();
sw.WriteLine("MB = (CF * w1) * (m1 + µm2)");
sw.WriteLine(" = ({0:f2} * {1:f2}) * ({2:f4} + {3:f4} * {4:f4})",
continuity_factor,
w1,
m1,
mu,
m2);
MB = (continuity_factor * w1) * (m1 + (mu * m2));
sw.WriteLine(" = {0:f3} kN-m", MB);
sw.WriteLine();
sw.WriteLine("ML = (CF * w1) * (m2 + µm1)");
sw.WriteLine(" = ({0:f2} * {1:f2}) * ({2:f4} + {3:f4} * {4:f4})",
continuity_factor,
w1,
m2,
mu,
m1);
ML = (continuity_factor * w1) * (m2 + mu * m1);
sw.WriteLine(" = {0:f3} kN-m", ML);
//sw.WriteLine();
//sw.WriteLine();
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 2 : Calculations for Bending Moments for Imposed Load ");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
//double B = 2.5;
//double L = 4.0;
//m1 0.0049 0.081 m2 0.015 0.022
//m1 0.049 0.081 m2 0.015 0.022
double _k = B / L;
sw.WriteLine(" B = {0:f3} m.", B);
sw.WriteLine(" L = {0:f3} m.", L);
sw.WriteLine();
sw.WriteLine(" k = B / L = {0:f2} / {1:f2} = {2:f2} m.",
B,
L,
_k);
double a = 0.84;
double b = 4.57;
double u, v;
u = a + 2.0 * (Dwc / 1000.0);
sw.WriteLine();
sw.WriteLine("u = a + 2 * Dwc = {0} + 2 * {1} = {2:f2} m",
a,
(Dwc / 1000),
u);
v = b + 2.0 * (Dwc / 1000.0);
sw.WriteLine("v = b + 2 * Dwc = {0} + 2 * {1} = {2:f2} m",
b,
(Dwc / 1000),
v);
double _v = 0.0;
_v = v;
if (v > L)
{
v = L;
}
double u_by_B = u / B;
double v_by_L = v / L;
if (k < 0.4)
{
k = 0.4;
}
if (k > 1.0)
{
k = 1.0;
}
f_c = new frmCurve(k, u_by_B, v_by_L, LoadType.PartialLoad);
f_c.ShowDialog();
double _m1, _m2;
_m1 = f_c.m1;
_m2 = f_c.m2;
sw.WriteLine();
sw.WriteLine("u/B = {0} / {1} = {2:f2}",
u,
B,
u_by_B);
sw.WriteLine("v/L = {0} / {1} = {2:f2}",
v,
L,
v_by_L);
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("Select m1 & m2 from Pigeaud's curves");
sw.WriteLine("Corresponding to k = {0:f3}, u/B = {1:f2} and v/L = {2:f2}",
_k,
u_by_B,
v_by_L);
sw.WriteLine("m1 = {0} and m2 = {1}",
_m1,
_m2);
double total_impact_load;
total_impact_load = impact_factor * load;
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("Total Load per track including impact");
sw.WriteLine(" = IF * load");
sw.WriteLine(" = {0:f2} * {1:f2}", impact_factor, load);
sw.WriteLine(" = {0:f2} N", total_impact_load);
double w2 = total_impact_load * (L / _v);
sw.WriteLine();
sw.WriteLine("Effective load on slab Panel = w2");
sw.WriteLine(" = {0:f2} * ({1:f2}/{2:f2})", total_impact_load, L, b);
sw.WriteLine(" = {0:f2} kN", w2);
sw.WriteLine();
sw.WriteLine("Moment along Shorter span ");
double _MB = w2 * (_m1 + mu * _m2);
sw.WriteLine(" = MB = w2 * (m1 + µ*m2)");
sw.WriteLine(" = {0:f3} * ({1:f3} + {2:f3}*{3:f3}", w2, _m1, mu, _m2);
sw.WriteLine(" = {0:f3} kN", _MB);
double _ML = w2 * (_m2 + mu * _m1);
sw.WriteLine();
sw.WriteLine(" = ML = w2 * (m2 + µ*m1)");
sw.WriteLine(" = {0:f3} * ({1:f3} + {2:f3} * {3:f3}", w2, m2, mu, m1);
sw.WriteLine(" = {0:f3} kN", _ML);
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("The Slab is designed as Continuous,");
sw.WriteLine("The Imposed Load Bending Moment are obtained");
sw.WriteLine("by applying Continuity Factor(CF) as");
sw.WriteLine();
sw.WriteLine("MB = CF * MB = {0:f3} * {1:f3} = {2:f3} kN-m",
continuity_factor, _MB,
(continuity_factor * _MB));
_MB = continuity_factor * _MB;
sw.WriteLine("ML = CF * ML = {0:f3} * {1:f3} = {2:f3} kN-m",
continuity_factor, _ML,
(continuity_factor * _ML));
_ML = continuity_factor * _ML;
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("Final Design Bending Moments for the Slab ");
sw.WriteLine("Short Span B.N. = MB = {0:f3} + {1:f3} = {2:f3} kN-m",
MB, _MB,
(MB + _MB));
MB += _MB;
sw.WriteLine("Long Span B.M. = ML = {0:f3} + {1:f3} = {2:f3} kN-m",
ML, _ML,
(ML + _ML));
ML += _ML;
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 3 : Calculations for Effective Depth ");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine();
double d;
d = (MB * 10E5) / (Q * 1000);
d = Math.Sqrt(d);
sw.WriteLine("d = √((MB * 10E+5)/(Q * 1000))");
sw.WriteLine(" = √(({0:f3} * 10E+5)/({1:f3} * 1000)) ", MB, Q);
sw.WriteLine(" = {0:f3} mm", d);
double d1, d2;
d1 = 12;
sw.WriteLine();
sw.WriteLine("Using {0:f0} mm dia bars", d1);
double overall_depth = 0.0;
overall_depth = d + minimum_cover + d1 / 2;
sw.WriteLine();
sw.WriteLine("Overall depth of Deck slab = {0:f3} + {1:f3} + {2:f3}", d, minimum_cover, (d1 / 2));
sw.WriteLine(" = {0:f3} mm", overall_depth);
double _over_dep;
_over_dep = overall_depth / 100;
_over_dep = (double)(int)_over_dep;
sw.WriteLine();
sw.WriteLine("{0:f3} / 100 = {1:f3} = {2:f0}",
overall_depth,
(overall_depth / 100),
_over_dep);
double _o_depth;
_o_depth = _over_dep * 100 + 50;
sw.WriteLine();
if (_o_depth > overall_depth)
{
sw.WriteLine("{0:f0} * 100 + 50 = {1:f0} > {2:f2} OK", _over_dep, _o_depth, overall_depth);
}
else
{
_o_depth += 50;
sw.WriteLine("{0:f0} * 100 + 50 + 50 = {1:f0} > {2:f2} OK", _over_dep, _o_depth, overall_depth);
}
sw.WriteLine();
if (_o_depth < overall_depth)
{
_o_depth += 50;
}
double eff_depth;
eff_depth = _o_depth - minimum_cover - (d1 / 2);
sw.WriteLine();
sw.WriteLine("Effective depth d = {0:f3} - {1:f3} - {2:f3} = {3:f3} mm",
_o_depth,
minimum_cover,
(d1 / 2), eff_depth);
double adopt_eff_depth;
adopt_eff_depth = (int)(eff_depth / 10);
adopt_eff_depth *= 10;
sw.WriteLine();
sw.WriteLine("Adopt Eff. Depth = {0:f3} mm", adopt_eff_depth);
double Ast1 = (MB * 10E5) / (sigma_st * j * adopt_eff_depth);
//S = S / 10;
//S = (int)S;
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 4 : Calculations for Reinforcement along shorter span ");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine("Ast1 = (Mb * 10^6)/(σ_st * j * d)");
sw.WriteLine(" = ({0:f3} * 10^6)/({1:f3} * {2:f3}* {3:f3})", MB, sigma_st, j, adopt_eff_depth);
sw.WriteLine(" = {0:f0} sq.mm", Ast1);
double S = (1000 * (Math.PI * d1 * d1 / 4)) / Ast1;
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("spacing of Bars = S = (1000 * (π * 12 * 12/4))/ Ast1");
sw.WriteLine(" = {0:f0} mm", S);
sw.WriteLine(" = {0:f0} /10 = {1:f3} = {1:f0}", S, (S / 10.0));
if (S > 145)
{
S = 150;
}
else
{
S = (int)(S / 10.0);
S = (S * 10.0);
}
sw.WriteLine(" = {0:f0} * 10 = {1:f0} mm", (S / 10.0), S);
sw.WriteLine();
sw.WriteLine("Adopt T12 bars @{0:f0} mm c/c {1,40}", S, "Marked as (1) in the Drawing");
_sp1 = S;
_bd1 = 12;
d2 = 10;
double res_eff_depth;
res_eff_depth = adopt_eff_depth - (d2 / 2);
double Ast2;
Ast2 = (ML * 10E5) / (sigma_st * j * res_eff_depth);
//S = (1000.0 * (Math.PI * 12.0 * 12.0 / 4.0)) / Ast2;
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 5 : Calculations for Reinforcement along longer span ");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine("Use 10 mm dia bars,");
sw.WriteLine("Respective effective depth = {0} - {1} = {2} mm",
adopt_eff_depth,
(d2 / 2).ToString("0"),
res_eff_depth);
sw.WriteLine();
sw.WriteLine("Ast2 = (ML * 10^6)/(σ_st * j* d)");
sw.WriteLine(" = ({0:f3} * 10^6)/({1:f2} * {2:f2}* {3:f2})",
ML, sigma_st, j, res_eff_depth);
sw.WriteLine(" = {0:f2} sq.mm", Ast2);
double spacing_bars;
spacing_bars = (1000 * Math.PI * d2 * d2) / (4 * Ast2);
sw.WriteLine();
sw.WriteLine("spacing of Bars = S = (1000 * (π * 10 * 10/4))/ Ast2");
sw.WriteLine(" = {0:f3} mm", spacing_bars);
sw.WriteLine(" = {0:f3}/10 = {1:f3} = {1:f0} ", spacing_bars,
(spacing_bars / 10));
double _spacing_bars = (int)(spacing_bars / 10);
_spacing_bars = _spacing_bars * 10;
sw.WriteLine(" = {0:f0} * 10 = {1:f0} mm", (_spacing_bars / 10), _spacing_bars);
if (_spacing_bars > 200)
{
_spacing_bars = 200;
}
else
{
_spacing_bars = (int)(_spacing_bars / 10.0);
_spacing_bars = _spacing_bars * 10;
}
_sp2 = _spacing_bars;
_bd2 = 10;
sw.WriteLine();
sw.WriteLine("Adopt T10 bars @{0:f0} mm c/c {1,40}", _spacing_bars, "Marked as (2) in the Drawing");
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("---------------------------------------------------------------------------");
sw.WriteLine("--------------------- END OF REPORT --------------------------");
sw.WriteLine("---------------------------------------------------------------------------");
}
catch (Exception ex)
{
}
finally
{
sw.Flush();
sw.Close();
}
}
public void Calculate_Program()
{
StreamWriter sw = new StreamWriter(new FileStream(rep_file_name, FileMode.Create));
try
{
#region TechSOFT Banner
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("\t\t************************************************");
sw.WriteLine("\t\t* ASTRA Pro *");
sw.WriteLine("\t\t* TechSOFT Engineering Services *");
sw.WriteLine("\t\t* *");
sw.WriteLine("\t\t* DESIGN OF RCC DECK SLAB *");
sw.WriteLine("\t\t* *");
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----------------------------------------------");
#endregion
#region USER'S DATA
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("USER'S DATA");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine("Effective Span [S] = {0} m", txt_S.Text);
sw.WriteLine("Width of Carrage way [CW] = {0} m", txt_CW.Text);
sw.WriteLine("Width of Kerb [Wk] = {0} m", txt_Wk.Text);
sw.WriteLine("Thickness of Kerb [tk] = {0} m", txt_tk.Text);
sw.WriteLine("Width of Footpath [Fw] = {0} m", txt_Fw.Text);
sw.WriteLine("Thickness of Wearing Course [twc] = {0} m Marked as (E) in Drawing", txt_twc.Text);
//
_E = string.Format("{0:f3}", twc);
sw.WriteLine("Track Load [Wt] = {0} kN", txt_Wt.Text);
sw.WriteLine("Track Loading Length [Ltl] = {0} m", txt_Ltl.Text);
sw.WriteLine("Track Loading Width [Wtl] = {0} m", txt_Wtl.Text);
sw.WriteLine("Spacing of Main Long Girders [L] = {0} m Marked as (A) in Drawing", txt_L.Text);
//
_A = string.Format("{0}", txt_L.Text);
sw.WriteLine("Width of Long Girder [bl] = {0} m Marked as (B) in Drawing", txt_bl.Text);
//
_B = string.Format("{0}", txt_bl.Text);
sw.WriteLine("Spacing of Cross Girders [B] = {0} m Marked as (C) in Drawing", txt_B.Text);
//
_C = string.Format("{0}", txt_B.Text);
sw.WriteLine("Width of Cross Girders [bc] = {0} m Marked as (D) in Drawing", txt_bc.Text);
//
_D = string.Format("{0}", txt_bc.Text);
sw.WriteLine("Thickness of Deck Slab [Do] = {0} m Marked as (F) in Drawing", txt_Do.Text);
//
_F = string.Format("{0}", txt_Do.Text);
sw.WriteLine("Concrete Grade [fck] = M {0} = {0} N/sq.mm", txt_fck.Text);
sw.WriteLine("Concrete Cube strength at transfer [fci] = {0} N/sq.mm", txt_fci.Text);
sw.WriteLine("Permissible compressive stress in concrete [σ_cb] = {0} N/sq.mm", txt_sigma_cb.Text);
sw.WriteLine("Permissible tensile stress in steel [σ_st] = {0} N/sq.mm", txt_sigma_st.Text);
sw.WriteLine("Modular Ratio [m] = {0}", txt_m.Text);
sw.WriteLine("Moment Factor [Q] = {0}", txt_Q.Text);
sw.WriteLine("Lever Arm Factor [j] = {0}", txt_j.Text);
sw.WriteLine("Steel Grade [fy] = Fe {0} = {0} N/sq.mm", txt_fy.Text);
sw.WriteLine("Unit Weight of Concrete [γ_c] = {0} kN/cu.m", txt_gamma_c.Text);
sw.WriteLine("Unit Weight of Wearing Course [γ_wc] = {0} kN/cu.m", txt_gamma_wc.Text);
sw.WriteLine("Impact Factor [IF] = {0}", txt_IF.Text);
sw.WriteLine("Continuity Factor [CF] = {0}", txt_CF.Text);
sw.WriteLine("Diameter of Main Reinforcement Bars [dm] = {0}", txt_dm.Text);
sw.WriteLine("Diameter of Distribution Reinforcement Bars [dd] = {0}", txt_dd.Text);
sw.WriteLine();
sw.WriteLine();
#endregion
#region DESIGN CALCULATIONS
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("DESIGN CALCULATIONS");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
#endregion
#region STEP 1 : CROSS SECTION OF DECK SLAB
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 1 : CROSS SECTION OF DECK SLAB ");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("For each panel enclosed by 2 long and 2 Cross girders");
sw.WriteLine();
sw.WriteLine("Length = L = {0} m", L);
sw.WriteLine();
sw.WriteLine("Width = B = {0} m", B);
sw.WriteLine();
tds = _Do;
sw.WriteLine("Thickness of Deck Slab = tds = {0} m", tds);
sw.WriteLine();
sw.WriteLine("Thickness of Wearing Course = twc = {0} m", twc);
sw.WriteLine();
#endregion
#region STEP 2 : LIVE LOAD BENDING MOMENT
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 2 : LIVE LOAD BENDING MOMENT");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("Live Load = Wt = {0} kN", Wt);
sw.WriteLine();
sw.WriteLine("Live Load Length = Ltl = {0} m", Ltl);
sw.WriteLine();
sw.WriteLine("Live Load Width = Wtl = {0} m", Wtl);
sw.WriteLine();
sw.WriteLine("Considering 45° dispersion through wearing Course");
sw.WriteLine();
double u = Wtl + 2 * twc;
sw.WriteLine(" u = {0} + 2 * {1} = {2} m", Wtl, twc, u);
sw.WriteLine();
double v = Ltl + 2 * twc;
v = double.Parse(v.ToString("0.00"));
sw.WriteLine(" v = {0} + 2 * {1} = {2} m", Ltl, twc, v);
sw.WriteLine();
sw.WriteLine();
double u_by_B = u / B;
sw.WriteLine(" u/B = {0} / {1} = {2} ", u, B, u_by_B);
sw.WriteLine();
double v_by_L = v / L;
sw.WriteLine(" v/L = {0} / {1} = {2} ", v, L, v_by_L);
sw.WriteLine();
double K = B / L;
K = double.Parse(K.ToString("0.0"));
sw.WriteLine(" K = B/L = {0} / {1} = {2}", B, L, K);
sw.WriteLine();
double m1, m2;
m1 = 0.098;
m2 = 0.02;
frmCurve fcurv = new frmCurve(K, u_by_B, v_by_L, LoadType.PartialLoad);
//if (K == 0.5)
//{
fcurv.txt_m1.Text = m1.ToString();
fcurv.txt_m2.Text = m2.ToString();
//}
fcurv.ShowDialog();
m1 = fcurv.m1;
m2 = fcurv.m2;
sw.WriteLine(" Using Pegeaud's Curves m1 = {0} and m2 = {1}", m1, m2);
sw.WriteLine();
double MB = Wt * (m1 + 0.15 * m2);
sw.WriteLine("Bending Moment along Short span = MB");
sw.WriteLine(" = Wt*(m1 + 0.15 * m2)");
sw.WriteLine(" = {0}*({1} + 0.15 * {2})", Wt, m1, m2);
sw.WriteLine(" = {0} kN-m", MB);
sw.WriteLine();
sw.WriteLine("As slab is continuous, Design B.M. = CF * MB = {0} * {1}", CF, MB);
sw.WriteLine();
double MB1 = CF * _IF * MB;
MB1 = double.Parse(MB1.ToString("0.00"));
sw.WriteLine("Including Impact Factor , MB1 = CF * IF * MB");
sw.WriteLine(" = {0} * {1} * {2}", CF, _IF, MB);
sw.WriteLine(" = {0} kN-m", MB1);
sw.WriteLine();
double ML = Wt * (m2 + 0.15 * m1);
sw.WriteLine("Bending Moment along Long Span = ML ");
sw.WriteLine(" = Wt * (m2 + 0.15 * m1)");
sw.WriteLine(" = {0} * ({1} + 0.15 * {2})", Wt, m2, m1);
sw.WriteLine(" = {0} kN-m", ML);
sw.WriteLine();
double ML1 = CF * _IF * ML;
sw.WriteLine("Design B.M. = ML1");
sw.WriteLine(" = CF * IF * ML");
sw.WriteLine(" = {0} * {1} * {2}", CF, _IF, ML);
sw.WriteLine(" = {0} kN-m", ML1);
sw.WriteLine();
sw.WriteLine();
#endregion
#region STEP 3 : LIVE LOAD SHEAR FORCES
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 3 : LIVE LOAD SHEAR FORCES");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("Considering dispersion along short span");
double cons_disp = Wtl + 2 * (twc + _Do);
sw.WriteLine(" = Wtl + 2 * (twc + Do)");
sw.WriteLine(" = {0} + 2 * ({1} + {2})", Wtl, twc, _Do);
sw.WriteLine(" = {0} m", cons_disp);
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("For maximum Shear force Load is Placed at a Location ");
sw.WriteLine("So that the whole dispersion is in the span.");
sw.WriteLine();
double x = cons_disp / 2.0;
sw.WriteLine("So, placing the Load at {0}/2 = {1} m from the edge at the beam.", cons_disp, x);
sw.WriteLine("So x = {0}", x);
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("Effective width of slab = K * x * [1 - (x/L)] + bw");
sw.WriteLine();
sw.WriteLine("Width of Long Girders = {0} m", bl);
sw.WriteLine("Width of Cross Girder = {0} m", bc);
sw.WriteLine();
double B1 = L - bl;
sw.WriteLine("Clear Length of Panel = B1 = {0} - {1} = {2} m", B, bc, B1);
sw.WriteLine();
double L1 = B - bc;
sw.WriteLine("Clear width of Panel = L1 = {0} - {1} = {2} m", L, bl, L1);
sw.WriteLine();
double B_by_L = B1 / L1;
B_by_L = double.Parse(B_by_L.ToString("0.00"));
sw.WriteLine(" B1 / L1 = {0} / {1} = {2}, From Table 1, given at the end of the Report,", B1, L1, B_by_L);
K = Get_Table_1_Value(B_by_L, 2);
//K = 2.6;
sw.WriteLine(" K = {0}", K);
sw.WriteLine();
double eff_wdt_slab = K * x * (1 - (x / L1)) + Ltl + 2 * twc;
eff_wdt_slab = double.Parse(eff_wdt_slab.ToString("0.000"));
sw.WriteLine("Effective width of slab = K * x * [1 - (x/L1)] + Ltl");
sw.WriteLine(" = {0} * {1} * [1 - ({1}/{2})] + {3}", K, x, L1, Ltl);
sw.WriteLine(" = {0} m", eff_wdt_slab);
sw.WriteLine();
double load_per_mtr = Wt / eff_wdt_slab;
load_per_mtr = double.Parse(load_per_mtr.ToString("0"));
sw.WriteLine("Load per metre width = {0}/{1} = {2} kN", Wt, eff_wdt_slab, load_per_mtr);
sw.WriteLine();
double V = load_per_mtr * (L1 - x) / L1;
V = double.Parse(V.ToString("0"));
sw.WriteLine(" V = Shear force per metre width");
sw.WriteLine(" = {0} * (L1-x)/L1", load_per_mtr);
sw.WriteLine(" = {0} * ({1}-{2})/{1}", load_per_mtr, L1, x);
sw.WriteLine(" = {0} kN", V);
sw.WriteLine();
double sh_frc_imp = _IF * V;
sh_frc_imp = double.Parse(sh_frc_imp.ToString("0.00"));
sw.WriteLine(" Shear force with impact = {0}* {1} = {2} kN", _IF, V, sh_frc_imp);
sw.WriteLine();
#endregion
#region STEP 4 : Permanent Load BENDING MOMENTS AND SHEAR FORCES
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 4 : Permanent Load BENDING MOMENTS AND SHEAR FORCES");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine();
double self_weight_dk_slb = _Do * gamma_c;
self_weight_dk_slb = double.Parse(self_weight_dk_slb.ToString("0.00"));
sw.WriteLine("Self weigth of Deck Slab = {0} * {1} = {2} kN/sq.m", _Do, gamma_c, self_weight_dk_slb);
sw.WriteLine();
double self_wt_wrng_crs = twc * gamma_wc;
self_wt_wrng_crs = double.Parse(self_wt_wrng_crs.ToString("0.00"));
sw.WriteLine("Self weight of wearing course = {0} * {1} = {2} kN/sq.m", twc, gamma_wc, self_wt_wrng_crs);
sw.WriteLine();
double total_load = self_weight_dk_slb + self_wt_wrng_crs;
total_load = double.Parse(total_load.ToString("0.00"));
sw.WriteLine(" Total Load = {0} kN/sq.m", total_load);
sw.WriteLine();
double total_load_panel = L * B * total_load;
total_load_panel = double.Parse(total_load_panel.ToString("0.00"));
sw.WriteLine("Total Load on a Panel = L*B*{0}", total_load);
sw.WriteLine(" = {0} * {1} * {2}", L, B, total_load);
sw.WriteLine(" = {0} kN", total_load_panel);
sw.WriteLine();
sw.WriteLine("As the Panel is fully Loaded with uniformly distributed load");
K = B / L;
sw.WriteLine("So, u/B = 1 and v/L = 1 and K = B/L = {0}/ {1} = {2}", B, L, K);
double one_by_K = (1 / K);
sw.WriteLine(" and 1/K = (1/{0}) = {1}", K, one_by_K);
sw.WriteLine();
fcurv = new frmCurve(K, 1.0, 1.0, LoadType.FullyLoad);
m1 = 0.047;
m2 = 0.01;
if (one_by_K == 2.0)
{
fcurv.txt_m1.Text = m1.ToString();
fcurv.txt_m2.Text = m2.ToString();
}
fcurv.ShowDialog();
m1 = fcurv.m1;
m2 = fcurv.m2;
sw.WriteLine();
sw.WriteLine("From Pigeaud's Curve, m1 = {0} and m2 = {1}", m1, m2);
sw.WriteLine();
double MB2 = total_load_panel * (m1 + 0.15 * m2);
MB2 = double.Parse(MB2.ToString("0.00"));
sw.WriteLine("Bending Moment along short span = MB2");
sw.WriteLine(" = {0}*(m1+0.15*m2)");
sw.WriteLine(" = {0}*({1}+0.15*{2})", total_load_panel, m1, m2);
sw.WriteLine(" = {0} kN-m", MB2);
sw.WriteLine();
double ML2 = total_load_panel * (m2 + 0.15 * m1);
ML2 = double.Parse(ML2.ToString("0.00"));
sw.WriteLine("Bending Moment along long span = ML2");
sw.WriteLine(" = {0}*(m2+0.15*m1)");
sw.WriteLine(" = {0}*({1}+0.15*{2})", total_load_panel, m2, m1);
sw.WriteLine(" = {0} kN-m", ML2);
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("Design B.M. including continuity Factor = CF * {0}", MB2);
sw.WriteLine(" = {0} * {1}", CF, MB2);
MB2 = CF * MB2;
MB2 = double.Parse(MB2.ToString("0.00"));
sw.WriteLine(" = {0} kN-m", MB2);
sw.WriteLine();
sw.WriteLine("Design B.M. including continuity Factor = CF * {0}", ML2);
sw.WriteLine(" = {0} * {1}", CF, ML2);
ML2 = CF * ML2;
ML2 = double.Parse(ML2.ToString("0.00"));
sw.WriteLine(" = {0} kN-m", ML2);
sw.WriteLine();
sw.WriteLine();
double fxd_ld_sh_frc = 0.5 * total_load * L1;
fxd_ld_sh_frc = double.Parse(fxd_ld_sh_frc.ToString("0.00"));
sw.WriteLine("Permanent Load Shear Force = 0.5*{0}*L1", total_load);
sw.WriteLine(" = 0.5*{0}*{1}", total_load, L1);
sw.WriteLine(" = {0} kN", fxd_ld_sh_frc);
sw.WriteLine();
sw.WriteLine();
MB = MB1 + MB2;
sw.WriteLine("Design Moments = MB = MB1 + MB2 = {0} + {1} = {2} kN-m", MB1, MB2, MB);
ML = ML1 + ML2;
sw.WriteLine(" = ML = ML1 + ML2 = {0} + {1} = {2} kN-m", ML1, ML2, ML);
sw.WriteLine();
#endregion
#region STEP 5 : STRUCTURAL DESIGN OF DECK SLAB
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 5 : STRUCTURAL DESIGN OF DECK SLAB");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine();
double d = (MB * 10E5) / (Q * 1000);
d = Math.Sqrt(d);
d = double.Parse(d.ToString("0"));
sw.WriteLine("Required Effective Depth = d = √((M*10E5)/(Q*b))");
sw.WriteLine(" = √(({0}*10E5)/({1}*1000))", MB, Q);
sw.WriteLine(" = {0} mm", d);
sw.WriteLine();
d = (int)(d / 10.0);
d += 1.0;
d = d * 10;
sw.WriteLine();
sw.WriteLine("Adopt effective depth = d = {0} mm", d);
sw.WriteLine();
sw.WriteLine("Required steel for reinforcement along short span ");
double Ast = (MB * 10E5) / (sigma_st * j * d);
Ast = double.Parse(Ast.ToString("0"));
double _ast = Ast;
sw.WriteLine(" Ast = (M*10E5)/(σ_st*j*d)");
sw.WriteLine(" = ({0}*10E5)/({1}*{2}*{3})", MB, sigma_st, j, d);
sw.WriteLine(" = {0} sq.mm", Ast);
sw.WriteLine();
sw.WriteLine();
double spacing, pro_ast;
spacing = 200;
do
{
spacing -= 10;
pro_ast = (Math.PI * dm * dm / 4.0) * (1000 / spacing);
pro_ast = double.Parse(pro_ast.ToString("0"));
}while (pro_ast < _ast);
_ast = pro_ast;
sw.WriteLine("Use {0} mm diameter bars at {1} mm c/c spacing Marked as (1) in Drawing", dm, spacing);
//Bars 12 mm Dia
_bd1 = string.Format("Bars {0} mm Dia", dm);
//at 120 mm c/c
_sp1 = string.Format("at {0} mm c/c", spacing);
sw.WriteLine("Provided Ast = {0} sq.mm", pro_ast);
sw.WriteLine();
double d2 = d - (dm / 2.0) - (dd / 2.0);
sw.WriteLine("Effective depth for long span using {0} mm dia bars", dd);
sw.WriteLine(" d2 = d - (dm / 2.0) - (dd / 2.0)");
sw.WriteLine(" = {0} - {1:f0} - {2:f0}", d, (dm / 2.0), (dd / 2.0));
sw.WriteLine(" = {0} mm", d2);
sw.WriteLine();
Ast = (ML * 10E5) / (sigma_st * j * d);
Ast = double.Parse(Ast.ToString("0"));
sw.WriteLine("Required steel along long span = Ast");
sw.WriteLine(" = (ML*10E5)/(σ_st*j*d)");
sw.WriteLine(" = ({0}*10E5)/({1}*{2}*{3})", ML, sigma_st, j, d);
sw.WriteLine(" = {0} sq.mm", Ast);
sw.WriteLine();
sw.WriteLine("Requirement of minimum reinforcement using HYSD bars is 0.15% of");
Ast = 0.0015 * _Do * 1000 * 1000;
Ast = double.Parse(Ast.ToString("0"));
sw.WriteLine("cross section area of Slab, Ast = 0.0015*Do*1000*1000");
sw.WriteLine(" = 0.0015 * {0} * 1000 * 1000", _Do);
sw.WriteLine(" = {0} sq.mm", Ast);
sw.WriteLine();
sw.WriteLine();
//spacing = 150;
spacing = 140;
do
{
spacing += 10;
pro_ast = (Math.PI * dd * dd / 4.0) * (1000 / spacing);
pro_ast = double.Parse(pro_ast.ToString("0"));
}while (pro_ast < Ast);
Ast = Math.PI * dd * dd / 4.0 * (1000.0 / spacing);
Ast = double.Parse(Ast.ToString("0"));
sw.WriteLine("Use {0} mm diameter bars at {1} mm c/c spacing, Ast = {2} sq.mm. Marked as (2) in Drawing", dd, spacing, Ast);
//Bars 10 mm Dia
_bd2 = string.Format("Bars {0} mm Dia", dd);
//at 150 mm c/c
_sp2 = string.Format("at {0} mm c/c", spacing);
sw.WriteLine();
sw.WriteLine();
#endregion
#region STEP 6 : CHECK FOR SHEAR STRESS
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 6 : CHECK FOR SHEAR STRESS");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine();
double tau_v = (sh_frc_imp * 1000.0) / (1000.0 * d);
tau_v = double.Parse(tau_v.ToString("0.000"));
sw.WriteLine("Nominal Shear Stress = τ_v");
sw.WriteLine(" = (V * 1000.0) / (1000.0 * d)");
sw.WriteLine(" = ({0} * 1000.0) / (1000.0 * {1})", sh_frc_imp, d);
sw.WriteLine(" = {0} N/sq.mm", tau_v);
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("The permissible Shear Stress in slab = τ_c");
sw.WriteLine(" = K1 * K2 * τ_co");
sw.WriteLine();
double _d = d / 1000.0;
double K1 = 1.14 - 0.7 * _d;
K1 = double.Parse(K1.ToString("0.000"));
sw.WriteLine("Where K1 = 1.14-0.7*d");
sw.WriteLine(" = 1.14-0.7*{0}", _d);
sw.WriteLine(" = {0} ", _d);
if (K1 < 0.5)
{
K1 = 0.5;
sw.WriteLine(" = {0} ", _d);
}
sw.WriteLine();
sw.WriteLine();
sw.WriteLine(" and K2 = 0.5+0.25*p");
sw.WriteLine();
double p = (_ast * 100.0) / (1000.0 * d);
p = double.Parse(p.ToString("0.000"));
sw.WriteLine(" p = Ast*100/b*d");
sw.WriteLine(" = {0}*100/(1000*{1})", _ast, d);
sw.WriteLine(" = {0}", p);
sw.WriteLine();
double K2 = 0.5 + 0.25 * p;
sw.WriteLine(" K2 = 0.5 + 0.25 * {0}", p);
sw.WriteLine(" = {0}", K2);
if (K2 < 1.0)
{
K2 = 1.0;
sw.WriteLine(" = {0} (K2 <= 1.0) ", K2);
}
sw.WriteLine();
sw.WriteLine();
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("For M20 Grade Concrete, Refering to Table 2 (Given at the end of the Report)");
int con_grade = 20;
double tau_co = 0.34;
switch (con_grade)
{
case 15:
tau_co = 0.28;
break;
case 20:
tau_co = 0.34;
break;
case 25:
tau_co = 0.40;
break;
case 30:
tau_co = 0.45;
break;
case 35:
tau_co = 0.50;
break;
case 40:
tau_co = 0.50;
break;
default:
tau_co = 0.50;
break;
}
sw.WriteLine("τ_co = 0.34 N/sq.mm");
sw.WriteLine();
double tau_c = K1 * K2 * tau_co;
tau_c = double.Parse(tau_c.ToString("0.000"));
sw.WriteLine("τ_c = K1 * K2 * τ_co");
sw.WriteLine(" = {0} * {1} * {2}", K1, K2, tau_co);
sw.WriteLine(" = {0} N/sq.mm.", tau_c);
sw.WriteLine();
if (tau_v < tau_c)
{
sw.WriteLine("Since τ_v < τ_c the shear stresses are within Safe permissible limits.");
}
else
{
sw.WriteLine("Since τ_v > τ_c the shear stresses are NOT within Safe permissible limits.");
}
sw.WriteLine();
#endregion
Write_Table_1(sw);
#region TABLE 2 : BASIC VALUES OF SHEAR STRESS τ_co (IRC:21-1987)
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("TABLE 2 : BASIC VALUES OF SHEAR STRESS τ_co (IRC:21-1987)");
sw.WriteLine("______________________________________________________________");
sw.WriteLine("Concrete Grade M 15 M 20 M 25 M 30 M 35 M 40");
sw.WriteLine("-------------------------------------------------------------");
sw.WriteLine("τ_co (N/sq.mm) 0.28 0.34 0.40 0.45 0.50 0.50");
sw.WriteLine("______________________________________________________________");
#endregion
#region END OF REPORT
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("---------------------------------------------------------------------------");
sw.WriteLine("--------------------- END OF REPORT --------------------------");
sw.WriteLine("---------------------------------------------------------------------------");
#endregion
}
catch (Exception ex)
{
Console.WriteLine("Error : " + ex.ToString());
}
finally
{
sw.Flush();
sw.Close();
}
}
