public void Calculate_Program()
{
string design_file = Path.Combine(system_path, "DESIGN.FIL");
string boq_file = Path.Combine(system_path, "BoQ.FIL");
StreamWriter sw = new StreamWriter(new FileStream(rep_file_name, FileMode.Create));
StreamWriter sw_design = new StreamWriter(new FileStream(design_file, FileMode.Create));
StreamWriter sw_boq = new StreamWriter(new FileStream(boq_file, FileMode.Create));
try
{
#region Write Report
sw.WriteLine("\t\t*******************************************************");
sw.WriteLine("\t\t* ASTRA Pro *");
sw.WriteLine("\t\t* TechSOFT Engineering Services (I) Pvt. Ltd. *");
sw.WriteLine("\t\t* *");
sw.WriteLine("\t\t* DESIGN OF SINGLE SPAN *");
sw.WriteLine("\t\t* ONE WAY CONTINUOUS RCC SLAB BY LIMIT STATE METHOD *");
sw.WriteLine("\t\t*******************************************************");
sw.WriteLine("\t\t-------------------------------------------------------");
sw.WriteLine("\t\t THIS 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("USER'S DATA");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("Span Length = {0} m", LengthString);
sw.WriteLine("Assume Slab Thickness = {0} mm", AssumeSlabThickness);
sw.WriteLine("Slab Load = {0} kN/sq.m", SlabLoad);
sw.WriteLine("Finish Thickness = {0} mm", FinishThickness);
sw.WriteLine("Finish Load = {0} kN/sq.m", FinishLoad);
sw.WriteLine("Permanent Load Factor = {0}", FixedLoadfactor);
sw.WriteLine("Imposed Load = {0} kN/sq.m", ImposedLoad);
sw.WriteLine("Imposed Load Factor = {0}", ImposedLoadFactor);
sw.WriteLine("Dia of Main Reinforcement = {0} mm", DiaMainReinforcement);
sw.WriteLine("Dia of Distribution/Temperature Reinforcement = {0} mm", DiaDistributionReinforcement);
sw.WriteLine("Percentage Distribution Reinforcement = {0} %", PercentageDistReinforcement.ToString("0.00"));
sw.WriteLine("Grade of Concrete = M {0} N/sq.mm", ConcreteGrade);
sw.WriteLine("Grade of Steel = Fe {0} N/sq.mm", SteelGrade);
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 ");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
double end_span = 0.0;
double val = 0.0;
if (Lengths.Count > 1)
{
if (Lengths[0] > Lengths[Lengths.Count - 1])
{
end_span = Lengths[0];
}
else
{
end_span = Lengths[Lengths.Count - 1];
}
}
double mid_span = 0.0d;
for (int i = 1; i < Lengths.Count - 1; i++)
{
if (Lengths[i] > mid_span)
{
mid_span = Lengths[i];
}
}
sw.WriteLine();
sw.WriteLine("Consider a 1m wide strip and assume overall thickness ");
sw.WriteLine("of Slab as {0} mm. Owing to symmetry only half the slab ", d_Do);
sw.WriteLine("need be considered.");
sw.WriteLine();
double DL = (d_Do / 1000.0) * 1.0 * d_SL;
sw.WriteLine(" Dead load of slab (DL) = {0:f3} * 1.0 * {1:f2}", (d_Do / 1000.0), d_SL);
sw.WriteLine(" = {0} kN/m", DL);
double thick_dead_load = (d_Fo / 1000.0) * d_FL;
sw.WriteLine();
sw.WriteLine(" Dead load of {0:f2} cm thick finish = {1:f3} * 1.0 * {2}", (d_Fo / 10.0), (d_Fo / 1000.0), d_FL);
sw.WriteLine(" = {0:f3} kN/m", thick_dead_load);
sw.WriteLine();
double total_dead_load = DL + thick_dead_load;
sw.WriteLine(" Total dead load = {0:f2} + {1:f2}", DL, thick_dead_load);
sw.WriteLine(" = {0:f2} kN/m", total_dead_load);
double IL = d_LL * 1.0;
sw.WriteLine();
sw.WriteLine(" Imposed Load (IL) = {0} * 1.0 ", d_LL);
sw.WriteLine(" = {0:f2} kN/m", IL);
double factored_dead_load = d_DF * total_dead_load;
sw.WriteLine();
sw.WriteLine(" Factored dead load = {0:f2} * {1:f2}", d_DF, total_dead_load);
sw.WriteLine(" = {0:f2} kN/m", factored_dead_load);
double v1 = factored_dead_load * Lengths[0];
sw.WriteLine(" = {0:f2} * {1:f2}", factored_dead_load, Lengths[0]);
sw.WriteLine(" = {0:f2} kN/m", v1);
double factored_imposed_load = ImposedLoadFactor * ImposedLoad;
sw.WriteLine();
sw.WriteLine(" Factored imposed load = {0:f2} * {1:f2} ", ImposedLoadFactor, ImposedLoad);
sw.WriteLine(" = {0:f2} kN/m", factored_imposed_load);
double v2 = factored_imposed_load * Lengths[0];
sw.WriteLine();
sw.WriteLine(" = {0:f2} * {1:f2}", factored_imposed_load, Lengths[0]);
sw.WriteLine(" = {0} kN", v2);
sw.WriteLine();
sw.WriteLine(" Moment at End Span = (DL * l)/12 + (LL * l)/10");
sw.WriteLine(" = ({0} * {1})/12 + ({2} * {1})/10", v1, end_span, v2);
double E_end_moment = ((v1 * end_span) / 12) + ((v2 * end_span) / 10);
sw.WriteLine(" = {0} kN/m", E_end_moment.ToString("0.00"));
sw.WriteLine();
sw.WriteLine(" Moment at Interior Span = (DL * l)/24 + (LL * l)/12");
sw.WriteLine(" = ({0} * {1})/24 + ({2} * {1})/12", v1, mid_span, v2);
double F_interior_moment = ((v1 * mid_span) / 16) + ((v2 * mid_span) / 12);
sw.WriteLine(" = {0} kN/m", F_interior_moment.ToString("0.00"));
sw.WriteLine();
sw.WriteLine(" Moment at support next to end support");
sw.WriteLine(" = (DL * l)/10 + (LL * l)/9");
sw.WriteLine(" = ({0} * {1})/10 + ({2} * {1})/9", v1, end_span, v2);
double B_end_support_moment = ((v1 * end_span) / 10) + ((v2 * end_span) / 9);
sw.WriteLine(" = {0} kN/m", B_end_support_moment.ToString("0.00"));
sw.WriteLine();
double max_moment = 0.0;
if (E_end_moment > F_interior_moment && E_end_moment > B_end_support_moment)
{
max_moment = E_end_moment;
}
else if (F_interior_moment > E_end_moment && F_interior_moment > B_end_support_moment)
{
max_moment = F_interior_moment;
}
else if (B_end_support_moment > E_end_moment && B_end_support_moment > F_interior_moment)
{
max_moment = B_end_support_moment;
}
//sw.WriteLine("Maximum bending moments at critical sections are computed using bending moment");
////Table ?
//sw.WriteLine("coefficients given in Table 11.1 and are tabulated in Table 14.2");
sw.WriteLine();
sw.WriteLine(" For a balanced design, Mu = 0.138 * σ_ck * b * d * d");
double d = Math.Sqrt((max_moment * 10E+5) / (0.138 * d_sigma_ck * 1000));
sw.WriteLine();
sw.WriteLine(" d =√(({0} * 10E+5)/(0.138 * {1} * 1000))", max_moment.ToString("0.00"), ConcreteGrade.ToString("0"));
sw.WriteLine(" = {0:f2} mm", d);
val = (int)d / 10;
val += 2;
val = val * 10;
sw.WriteLine();
if (val < 100)
{
d = 100;
sw.WriteLine("This effective depth is too small, ");
sw.WriteLine();
sw.WriteLine("Let us adopt an over all depth D = 100 mm");
sw.WriteLine();
sw.WriteLine("Assume {0} mm bars with {1} mm clear cover.", DiaMainReinforcement, ClearCover);
}
else
{
d = val;
}
double eff_depth = d - ClearCover - d_d1 / 2;
sw.WriteLine();
sw.WriteLine(" Effective depth = {0:f2} - {1:f2} - {2}/2 ", d, ClearCover, d_d1);
sw.WriteLine(" = {0:f2} mm", eff_depth);
sw.WriteLine();
// At, B
double a, b, c, At1;
a = (0.87 * d_sigma_y * d_sigma_y) / (d_sigma_ck * 1000);
b = 0.87 * d_sigma_y * eff_depth;
c = B_end_support_moment * 10E+5;
double b_ac = (b * b) - 4 * a * c;
At1 = (b) - Math.Sqrt(Math.Abs(b_ac));
At1 = At1 / (2 * a);
At1 = (int)At1;
At1 += 1;
sw.WriteLine("At B, the area of steel is given by ");
sw.WriteLine();
sw.WriteLine(" Mu = 0.87 * σ_y * At(d-((σ_y*At)/(σ_ck*b))");
sw.WriteLine();
sw.WriteLine(" {0:f3} * 10E+5 = 0.87 * {1:f2} * At({2:f2} - (({1:f2} * At )/({3:f2} * 1000))",
B_end_support_moment,
d_sigma_y,
eff_depth,
d_sigma_ck);
sw.WriteLine();
sw.WriteLine(" At = {0:f3} sq.mm/m", At1);
sw.WriteLine();
double area1 = Math.PI * d_d1 * d_d1 / 4;
int nos_main_rod = (int)(At1 / area1);
nos_main_rod++;
double main_spacing = (double)1000.0 / nos_main_rod;
main_spacing = (int)main_spacing / 10;
main_spacing = main_spacing * 10;
double At1_ = area1 * 1000 / main_spacing;
sw.WriteLine();
sw.WriteLine("Use {0} mm bars @ {1} mm c/c.", d_d1, main_spacing);
sw.WriteLine();
if (At1_ > At1)
{
sw.WriteLine(" Area of steel provided = {0:f0} sq.mm/m > {1:f0} sq.mm/m, OK", At1_, At1);
}
else
{
sw.WriteLine(" Area of steel provided = {0:f0} sq.mm/m > {1:f0} sq.mm/m, NOT OK", At1_, At1);
}
double At2;
a = (0.87 * d_sigma_y * d_sigma_y) / (d_sigma_ck * 1000);
b = 0.87 * d_sigma_y * eff_depth;
c = E_end_moment * 10E+5;
b_ac = (b * b) - 4 * a * c;
At2 = (b) - Math.Sqrt(Math.Abs(b_ac));
At2 = At2 / (2 * a);
At2 = (int)At2;
//At2 += 1;
sw.WriteLine();
sw.WriteLine(" At E, the area of steel is given by ");
sw.WriteLine();
sw.WriteLine("Or, {0} * 10E+5 = 0.87 * {1} * At(({2} - ({3}*At)/({4} * 1000))",
E_end_moment.ToString("0.00"),
d_sigma_y,
eff_depth,
d_sigma_y,
d_sigma_ck);
sw.WriteLine();
sw.WriteLine("Or, As = {0:f2} sq.mm/m", At2);
int nos_dist_rod = (int)(At2 / area1);
nos_dist_rod++;
double main_spacing_2 = (double)1000.0 / nos_dist_rod;
main_spacing_2 = (int)main_spacing_2 / 10;
main_spacing_2++;
main_spacing_2 = main_spacing_2 * 10;
double At2_ = area1 * 1000 / main_spacing_2;
sw.WriteLine();
sw.WriteLine("Use {0} mm bars @ {1} mm c/c, As = {2:f0} sq.mm/m",
d_d1,
main_spacing_2,
At2_);
// At, F
sw.WriteLine();
sw.WriteLine("At F, The Area of steel is given by,");
sw.WriteLine();
sw.WriteLine(" {0} * 10E+5 = 0.87 * {1} * At({2} - (({3} * At)/({4} * 1000))",
F_interior_moment.ToString("0.000"),
d_sigma_y,
eff_depth,
d_sigma_y,
d_sigma_ck);
double At3;
a = (0.87 * d_sigma_y * d_sigma_y) / (d_sigma_ck * 1000);
b = 0.87 * d_sigma_y * eff_depth;
c = F_interior_moment * 10E+5;
b_ac = (b * b) - 4 * a * c;
At3 = (b) - Math.Sqrt(Math.Abs(b_ac));
At3 = At3 / (2 * a);
At3 = (int)At3;
int nos_main_rod_1 = (int)(At3 / area1);
nos_main_rod_1++;
double main_spacing_1 = (double)1000.0 / nos_main_rod_1;
main_spacing_1 = (int)main_spacing_1 / 10;
main_spacing_1 = (main_spacing_1 * 10);
main_spacing_1--;
double At3_ = (area1 * 1000) / main_spacing_1;
sw.WriteLine();
sw.WriteLine("Use {0:f0} mm bars @ {1:f0} mm c/c",
d_d1,
main_spacing_1);
sw.WriteLine("As = {0:f2} sq.mm/m.", At3_);
sw.WriteLine();
sw.WriteLine("The Code requires that the maximum bar spacing should not exceed 3d");
sw.WriteLine();
sw.WriteLine("Minimum area of high strength main steel");
sw.WriteLine(" = {0} % of the gross concrete", PercentageDistReinforcement);
double strength_main_steel = (PercentageDistReinforcement / 100.0) * 1000 * d;
sw.WriteLine(" = ({0:f2} /100) * 1000 * {1:f2}", PercentageDistReinforcement, d);
sw.WriteLine(" = {0:f2} sq.mm.m", strength_main_steel);
sw.WriteLine();
if (At3_ > strength_main_steel)
{
sw.WriteLine("Thus the actual area provided is OK");
}
else
{
sw.WriteLine("Thus the actual area provided is NOT OK");
}
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("Temperature reinforcement equal to 0.15% of the gross concrete");
sw.WriteLine("area will be provided in the longitudinal direction");
sw.WriteLine();
//
double dist_area = (0.15 / 100) * 1000 * 100;
sw.WriteLine(" (0.15/100) * 1000 * 100 = {0:f3} sq.mm/m", dist_area);
//area2
double area2 = Math.PI * d_d2 * d_d2 / 4.0;
int no_dist_rod = (int)(dist_area / area2);
no_dist_rod++;
double dist_spacing = 1000 / no_dist_rod;
if (dist_spacing > 120)
{
dist_spacing = 120;
}
//
sw.WriteLine();
sw.WriteLine("Use {0} mm MS bars @ {1} mm c/c", d_d2, dist_spacing);
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 2 : Check for shear");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine();
sw.WriteLine(" The maximum shear force occurs at the first interior support B in the Span AB,");
sw.WriteLine();
double Vu = 0.6 * v1 + 0.6 * v2;
sw.WriteLine(" SF = 0.6 * {0} + 0.6 * {1} = {2} kN",
v1, v2, Vu);
sw.WriteLine();
double tau_v = Vu / (1000 * eff_depth);
sw.WriteLine(" Nominal shear stress τ_v = Vu/b*d");
sw.WriteLine(" = {0} * 1000 / 1000 * {1}", Vu, eff_depth);
sw.WriteLine(" = {0:f4}", tau_v);
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("At B, percentage of tension steel,");
double B_percent_tension_steel = (100 * At1_) / (1000 * eff_depth);
sw.WriteLine(" 100 As/b*d = (100 * {0})/(1000 * {1}) = {2}%",
At1_.ToString("0.00"), eff_depth, B_percent_tension_steel.ToString("0.0000"));
ShearValue shV = new ShearValue();
double tau_c = shV.Get_M15(B_percent_tension_steel);
sw.WriteLine("So, τ_c = {0} N/sq.mm", tau_c);
double k_value = kV.Get_KValue(d);
sw.WriteLine("and k = {0}", k_value);
double tau_c_dash = k_value * tau_c;
sw.WriteLine("τ_c` = {0} * {1} > τ_v OK", k_value, tau_c);
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 3 : Check for development length");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine("The slab is checked for development length. Let us take the end support A.");
//
sw.WriteLine();
sw.WriteLine(" φ < ((4 * τ_bd)/σ_s)*((1.3*(M1/V) + Lo))");
//
//
double percent_curtain_bar = 50.0;
sw.WriteLine(" Let us curtail {0}% bars at 0.1 l from the centre of support A.", percent_curtain_bar);
sw.WriteLine();
//sw.WriteLine("ταβγδλγσ");
sw.WriteLine(" M1 = 0.87 * σ_y * At((d - (σ_y * At)/(σ_ck * b))");
percent_curtain_bar = percent_curtain_bar / 100;
double M1 = 0.87 * d_sigma_y * percent_curtain_bar * At2_ * ((eff_depth - (d_sigma_y * At2_ * percent_curtain_bar) / (d_sigma_ck * 1000)));
sw.WriteLine(" = 0.87 * {0} * {1} * {2} * (({3} - ({4} * {5} * {6})/({7} * 1000))",
d_sigma_y,
percent_curtain_bar,
At2_.ToString("0.00"),
eff_depth,
d_sigma_y,
At2_.ToString("0.00"),
percent_curtain_bar,
d_sigma_ck);
M1 = M1 / 10E+5;
sw.WriteLine(" = {0:f2} * 10E+5 N-mm", M1);
sw.WriteLine(" = {0:f2} kN-m", M1);
sw.WriteLine();
double V = 0.4 * v1 + 0.45 * v2;
sw.WriteLine(" Shear force V = 0.4 * {0} + 0.45 * {1}", v1, v2);
sw.WriteLine(" = {0:f2} kN", V);
sw.WriteLine();
sw.WriteLine("Assuming Lo = 200 mm including anchor value of U-hook");
double phi = ((4 * 1.6) / (0.87 * d_sigma_y)) * (((k_value * M1 * 1000) / V) + 200);
//
// CC
sw.WriteLine();
sw.WriteLine(" φ <= ((4 * 1.6)/(0.87*{0}))*(({1}*{2}*1000)/{3} + 200)",
d_sigma_y,
k_value,
M1.ToString("0.00"),
V.ToString("0.00"));
sw.WriteLine(" = {0:f2} mm.", phi);
//
sw.WriteLine();
sw.WriteLine(" Since the actual bar diameter is less than {0} mm, the slab is safe", phi.ToString("0.000"));
sw.WriteLine("in development length. The bars must be embedded in the support by");
sw.WriteLine("at least Ld/3 distance and a U-hook must be provided.");
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 4 : Check for Deflection.");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine();
sw.WriteLine(" The Slab is checked for deflection. Let us consider the end span.");
sw.WriteLine();
sw.WriteLine(" L/D <= α * β * γ * δ * λ");
sw.WriteLine(" α = {0} for continuous span", Alpha);
sw.WriteLine(" β = 1 since L < 10 m");
sw.WriteLine();
//double Pt = (100 * (50 * 1000 / 170)) / (1000 * 81);
double Pt = (100 * (area1 * 1000 / main_spacing_1)) / (1000 * eff_depth);
// CC
sw.WriteLine("Pt = 100 * ({0:f0} * 1000/{1:f0})/(1000 * {2:f2})",
area1.ToString("0"),
main_spacing_1,
eff_depth);
sw.WriteLine(" = {0:f2}%", Pt);
sw.WriteLine();
double gama = ModificationFactor.GetGamma(Pt);
sw.WriteLine(" For a service stress of 240 Mpa in Fe 415 grade steel bar");
sw.WriteLine(" the value of γ = {0}", gama.ToString("0.00"));
sw.WriteLine(" δ = 1 since compressive reinforcement is zero.");
sw.WriteLine("and λ = 1");
sw.WriteLine();
double l_d = Alpha * gama;
sw.WriteLine();
sw.WriteLine(" Allowable L/d = {0} * {1:f3}", Alpha, gama.ToString("0.000"));
sw.WriteLine(" = {0:f2}", l_d);
sw.WriteLine();
sw.WriteLine(" Actual L/d = {0}/{1}", (end_span * 1000), eff_depth);
val = (end_span * 1000.0 / eff_depth);
if (val < l_d)
{
sw.WriteLine(" = {0:f2} < {1:f2}, OK", val, l_d);
}
else
{
sw.WriteLine(" = {0:f2} > {1:f2}, NOT OK", val, l_d);
}
sw.WriteLine();
#endregion
sw.WriteLine();
sw.WriteLine("---------------------------------------------------------------------------");
sw.WriteLine("--------------------- END OF REPORT --------------------------");
sw.WriteLine("---------------------------------------------------------------------------");
#region Write DESIGN File
sw_design.WriteLine("SLAB DESIGN 03");
sw_design.WriteLine();
sw_design.WriteLine("lengths = {0}", LengthString);
//lengths = 3000, 3000, 3000, 3000, 3000
sw_design.WriteLine("span_bredth = {0}", d_b);
//span_bredth = 8000;
sw_design.WriteLine("main_dia = {0}", d_d1);
//main_dia = 8.0;
sw_design.WriteLine("dist_dia = {0}", d_d2);
//dist_dia = 6.0;
sw_design.WriteLine("end_span_reinforcement = {0}", main_spacing_2 * 2);
//end_span_reinforcement = 340;
sw_design.WriteLine("support_reinforcement = {0}", main_spacing);
//support_reinforcement = 140;
sw_design.WriteLine("interior_reinforcement = {0}", main_spacing_1 * 2);
//interior_reinforcement = 480;
sw_design.WriteLine("start_centre_distance = {0}", 300);
//start_centre_distance = 300;
sw_design.WriteLine("start_wall_distance = {0}", 450);
//start_wall_distance = 450;
sw_design.WriteLine("clear_cover = {0}", ClearCover);
//clear_cover = 15;
sw_design.WriteLine("upper_distance = {0}", 900);
//upper_distance = 900;
sw_design.WriteLine("lower_distance = {0}", 600);
//lower_distance = 600;
sw_design.WriteLine("depth = {0}", d_Do);
//depth = 120;
sw_design.WriteLine("wall_thickness = {0}", WallThickness);
//wall_thickness = 250;
sw_design.WriteLine("bar_hill = {0}", 25.4);
//bar_hill = 25.4;
sw_design.WriteLine("pillar_length = {0}", 500);
//pillar_length = 700;
sw_design.WriteLine();
sw_design.WriteLine("FINISH");
#endregion
string size1 = "9.1 x 1.0";
string bgd = "Fe 415";
double d1 = 8;
double d2 = 6;
double dist1 = 2935;
double dist2 = 2635;
double dist3 = 1800;
double dist4 = 1000;
double bno1 = 9;
double bno2 = 9;
double bno3 = 16;
double bno4 = 69;
double bno5 = 38;
double bwt1 = 0.00616 * d1 * d1 * dist1 * bno1;
bwt1 = bwt1 / 10e5;
double bwt2 = 0.00616 * d1 * d1 * dist2 * bno1;
bwt2 = bwt2 / 10e5;
double bwt3 = 0.00616 * d1 * d1 * dist3 * bno2;
bwt3 = bwt3 / 10e5;
double bwt4 = 0.00616 * d2 * d2 * dist4 * bno3;
bwt4 = bwt4 / 10e5;
double bwt5 = 0.00616 * d2 * d2 * dist4 * bno4;
bwt5 = bwt5 / 10e5;
double depth = 90;
double shape1 = 2935;
double shape2 = 2635;
double shape3 = 1800;
double shape4 = 1000;
#region BoQ File
sw_boq.WriteLine("BoQ Text");
sw_boq.WriteLine("size1={0}", size1);
sw_boq.WriteLine("bgd={0}", bgd);
sw_boq.WriteLine("d1={0}", d1);
sw_boq.WriteLine("d2={0}", d2);
sw_boq.WriteLine("dist1={0}", dist1);
sw_boq.WriteLine("dist2={0}", dist2);
sw_boq.WriteLine("dist3={0}", dist3);
sw_boq.WriteLine("dist4={0}", dist4);
sw_boq.WriteLine("bno1={0}", bno1);
sw_boq.WriteLine("bno2={0}", bno2);
sw_boq.WriteLine("bno3={0}", bno3);
sw_boq.WriteLine("bno4={0}", bno4);
sw_boq.WriteLine("bno5={0}", bno5);
sw_boq.WriteLine("bwt1={0:f4}", bwt1);
sw_boq.WriteLine("bwt2={0:f4}", bwt2);
sw_boq.WriteLine("bwt3={0:f4}", bwt3);
sw_boq.WriteLine("bwt4={0:f4}", bwt4);
sw_boq.WriteLine("bwt5={0:f4}", bwt5);
sw_boq.WriteLine("depth={0}", depth);
sw_boq.WriteLine("shape1={0}", shape1);
sw_boq.WriteLine("shape2={0}", shape2);
sw_boq.WriteLine("shape3={0}", shape3);
sw_boq.WriteLine("shape4={0}", shape4);
sw_boq.WriteLine("FINISH");
#endregion
}
catch (Exception ex)
{
}
finally
{
sw.Flush();
sw.Close();
sw_design.Flush();
sw_design.Close();
sw_boq.Flush();
sw_boq.Close();
}
}
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();
}
}