protected override void OnBarUpdate()
{
var highest = High.Highest(0, Length);
var lowest = Low.Lowest(0, Length);
HL[0] = highest - lowest;
CL[0] = Close[0] - lowest;
var sumHL = this.TBSum(HL, SlowLength);
var sumCL = this.TBSum(CL, SlowLength);
if (sumHL[0] != 0)
{
KValue[0] = sumCL[0] / sumHL[0] * 100;
}
else
{
KValue[0] = 0;
}
DValue[0] = KValue.Average(0, SmoothLength);
}
void Calculate_Program(string fileName)
{
InitializeData();
StreamWriter sw = new StreamWriter(new FileStream(fileName, 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 TOP RCC SLAB *");
sw.WriteLine("\t\t* FOR VEHICULAR UNDERPASS *");
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();
#endregion
#region User's Data
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("USER'S DATA");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("Thickness of Slab [D] = {0:f2} mm", D);
sw.WriteLine("Carriageway width [CW] = {0:f2} m", CW);
sw.WriteLine("Footpath width [FP] = {0:f2} m", FP);
sw.WriteLine("Clear Span [L] = {0:f2} m", L);
sw.WriteLine("Thickness of Wearing Course [WC] = {0:f2} mm", WC);
sw.WriteLine("Width of End Support / Bearing = {0:f2} m", support_width);
sw.WriteLine("Concrete Grade = M {0:f0} ", conc_grade);
sw.WriteLine("Steel Grade = Fe {0:f0} ", st_grade);
sw.WriteLine("Permissible Stress [σ_cb] = {0:f2} N/sq. mm", sigma_cb);
sw.WriteLine("Permissible Stress [σ_st] = {0:f2} ", sigma_st);
sw.WriteLine("Modular Ratio [m] = {0:f2} ", m);
sw.WriteLine("j = {0:f2} ", j);
sw.WriteLine("Q = {0:f2} ", Q);
sw.WriteLine("Live Load Dimension [a1] = {0:f2} m", a1);
sw.WriteLine("Live Load Dimension [b1] = {0:f2} m", b1);
sw.WriteLine("Live Load Dimension [b2] = {0:f2} m", b2);
sw.WriteLine("Total Live Load [W1] = {0:f2} kN", W1);
sw.WriteLine("Clear cover to Reinforcement Bars [cover] = {0:f2} mm", cover);
sw.WriteLine("Unit weight of Concrete [γ_c] = {0:f2} N/cu.m", delta_c);
sw.WriteLine("Unit weight of Wearing course [γ_wc] = {0:f2} N/cu.m", delta_wc);
sw.WriteLine();
sw.WriteLine();
#endregion
#region Page2
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("DESIGN CALCULATIONS");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 1 : Calculating Effective Span ");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine("Overall thickness of Slab = {0:f2} mm = D", D);
double deff = D - (cover + 10);
sw.WriteLine("Effective thickness of Slab = {0:f2} - ({1:f2} + 10) = {2:f2} mn = deff",
D,
cover,
deff);
sw.WriteLine();
sw.WriteLine("Effective span is lesser of");
double total_span = L + (deff / 1000);
sw.WriteLine(" i) Clear Span + Effective Depth = {0:f2} + {1:f2} = {2:f2} m",
L, (deff / 1000), total_span);
double l = L + support_width;
sw.WriteLine(" ii) Centre to Centre distance of End Supports / Bearings = {0:f2} + {1:f2} = {2:f2} m",
L, support_width, l);
sw.WriteLine();
sw.WriteLine(" So, Effective Span = {0:f2} m = l", l);
sw.WriteLine();
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 2 : Bending Moment by Permanent Loads ");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
double slab_weight = (D / 1000.0) * delta_c;
sw.WriteLine("Weight of Slab = (D /1000) * γc = {0:f3} * {1:f2} = {2:f2} kN/sq.m.",
(D / 1000.0),
delta_c,
slab_weight);
double wt_wear_cour = (WC / 1000) * delta_wc;
sw.WriteLine("Weight of Wearing Course = (WC /1000) * γwc = {0:f3} * {1} = {2:f3} kN/sq.m.",
(WC / 1000.0), delta_wc, wt_wear_cour);
double W2 = (int)(slab_weight + wt_wear_cour);
W2 = W2 + 1;
sw.WriteLine();
sw.WriteLine("Total Load = {0:f3} kN/sq.m = {1} kN/sq.m. = W2",
(slab_weight + wt_wear_cour), W2);
double M1 = (W2 * l * l) / 8;
sw.WriteLine();
sw.WriteLine("Bending Moment for Permanent Loads = M1 = ({0:f2} * l*l) / 8", W2);
sw.WriteLine(" = ({0:f2} * {1:f2}*{1:f2}) / 8 ",
W2, l);
sw.WriteLine(" = {0:f2} kN-m", M1);
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 3 : Bending Moment by Vehicle Load / Live Load ");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine("For 5m Span Impact Factor 25%");
sw.WriteLine("For 9m Span Impact Factor 10%");
sw.WriteLine();
sw.WriteLine("So, for {0:f2} m Span Impact factor ", l);
//double im_fact = 25 - ((25 - 10) / (9 - 5)) * (6.4 - 5);
double fact = 25.0 - ((25.0 - 10.0) / (9.0 - 5.0)) * (6.4 - 5);
//double fact = 25 - ((25 - 10) / (9 - 5)) * (l - 5);
sw.WriteLine(" = 25 - ((25 - 10) / (9 - 5)) * ({0:f2} - 5) = {1:f2}% = fact", l, fact);
sw.WriteLine();
sw.WriteLine("Length of Load = a1 = {0:f2} m.", a1);
double ld = a1 + 2 * ((D + WC) / 1000);
sw.WriteLine("Length of Load including 45° dispersal = a1 + 2 * ((D + WC) / 1000)");
sw.WriteLine(" = {0:f2} + 2 * (({1:f2} + {2:f2}) / 1000)",
a1, D, WC);
sw.WriteLine(" = {0:f2} m. = ld", ld);
sw.WriteLine();
sw.WriteLine("Effective Width of Slab perpendicular to Span = be = K * x * (1 - (x / L)) + bw");
sw.WriteLine();
sw.WriteLine("Placing the Load symmetrically on the Span");
double x = l / 2;
sw.WriteLine("x = Distance from centre of end support to centre of Load = l/2 = {0:f2}/2={1:f2} m.", l, x);
double B = CW + (2 * FP);
sw.WriteLine("B = Width of Slab = CW + (2 * FP) = {0:f2} + (2 * {1:f2}) = {2:f2} m",
CW, FP, B);
double b_by_l = B / l;
sw.WriteLine();
sw.WriteLine("B / l = {0:f2} / {1:f2} = {2:f2}", B, l, b_by_l);
double bw = b1 + (2 * (WC / 1000));
sw.WriteLine("bw = b1 + (2 * (WC / 1000)) = {0:f3} + (2 * {1:f3}) = {2:f3} m.",
b1, (WC / 1000.0), bw);
sw.WriteLine();
sw.WriteLine("From Table of IRC 21:2000 ");
sw.WriteLine();
double K = KValue.Get_K_Value(b_by_l);
//double K = 2.84;
sw.WriteLine();
sw.WriteLine("For B / l = {0:f3}, for simply Supported Slab, K = {1:f3}", b_by_l, K);
double be = K * x * (1 - (x / l)) + bw;
//sw.WriteLine("So, Effective Width of Load = be = 2.84 * 3.2 * {1 - (3.2 / 6.4)} + 1.01 = 5.56 m.");
sw.WriteLine();
sw.WriteLine("So, Effective Width of Load = be ");
sw.WriteLine(" = {0:f2} * {1:f2} * (1 - ({1:f2} / {2:f2})) + {3:f2}",
K, x, l, bw);
sw.WriteLine(" = {0:f2} m.", be);
double Wd = (2 * (be / 2)) + (2 * (b1 / 2)) + b2;
sw.WriteLine();
sw.WriteLine("Width of Load with 45 dispersal = Wd");
sw.WriteLine(" =(2 * (be / 2)) + (2 * (b1 / 2)) + b2");
sw.WriteLine(" =(2 * ({0:f2}) / 2)) + (2 * ({1:f2} / 2)) + {2:f3}",
be, b1, b2);
sw.WriteLine(" = {0:f3} m", Wd);
#endregion
#region Page 3
double TLL = W1 * ((fact / 100.0) + 1.0);
sw.WriteLine();
sw.WriteLine("Total Live Load including Impact = TLL");
sw.WriteLine(" = W1 * ((fact/ 100.0) + 1.0) kN");
sw.WriteLine(" = {0:f2} * ({1:f2}) ", W1, (fact * L / 100));
sw.WriteLine(" = {0:f0} kN", TLL);
double LLUA = TLL / (ld * Wd); // live load unit area
sw.WriteLine();
sw.WriteLine("Live Load per Unit Area = LLUA");
sw.WriteLine(" = TLL / (ld * wd)");
sw.WriteLine(" = {0:f0} / ({1:f2} * {2:f2})", TLL, ld, Wd);
sw.WriteLine(" = {0:f2} kN/sq.m.", LLUA);
double M2 = ((LLUA * ld) / 2) * (l / 2) - ((LLUA * ld) / 2) * (ld / 4);
sw.WriteLine();
sw.WriteLine("Bending Moment for Live Load = M2");
sw.WriteLine(" = ((LLUA * ld) / 2) * (l / 2) - ((LLUA * ld) / 2) * (ld / 4)");
sw.WriteLine(" = (({0:f2}*{1:f2})/2) * ({2:f2}/2) - (({0:f2} * {1:f2})/2) * ({1:f2}/4)",
LLUA, ld, l);
sw.WriteLine(" = {0:f2} kN-m", M2);
double M = M1 + M2;
sw.WriteLine();
sw.WriteLine("Design Bending Moment = M = M1 + M2 ");
sw.WriteLine(" = {0:f2} + {1:f2}", M1, M2);
sw.WriteLine(" = {0:f2} kN-m", M);
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 4 : Shear Force by Live Load ");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
sw.WriteLine("Effective Span = l = {0:f2} m", l);
sw.WriteLine("Length of Load including 45° dispersal = ld = {0:f2} m", ld);
sw.WriteLine();
sw.WriteLine("To get maximum Shear Force at support let us place the Load ");
sw.WriteLine("coinciding the start point of the above lengths");
x = ld / 2;
sw.WriteLine();
sw.WriteLine("x = ld / 2 = {0:f2} / 2 = {1:f2} m.", ld, x);
b_by_l = B / l;
sw.WriteLine("B / l = {0:f2} / {1:f2} = {2:f2}", B, l, b_by_l);
K = KValue.Get_K_Value(b_by_l);
sw.WriteLine();
sw.WriteLine("From IRC 21:2000, K = {0:f3}", K);
sw.WriteLine("bw = {0:f2} m", bw);
be = K * x * (1 - (x / l)) + bw;
sw.WriteLine();
sw.WriteLine("Effective width of Load = be");
sw.WriteLine(" = K * x * (1 - (x / l)) + bw");
sw.WriteLine(" = {0:f2} * {1:f2} * (1 - ({1:f2}/{2:f2})) + {3:f3}",
K, x, l, bw);
sw.WriteLine(" = {0:f2} m", be);
sw.WriteLine();
sw.WriteLine("Width of Load with 45° dispersal = Wd");
sw.WriteLine(" =((2 * be) / 2) + ((2 * b1) / 2) + b2");
sw.WriteLine(" =((2 * {0:f2}) / 2) + ((2 * {1:f2}) / 2) + {2:f3}",
be, b1, b2);
sw.WriteLine(" = {0:f3} m", Wd);
LLUA = TLL / (ld * Wd); // live load unit area
sw.WriteLine();
sw.WriteLine("Live Load per Unit area = TLL / (ld * wd)");
sw.WriteLine(" = {0:f2} / ({1:f2} * {2:f2})", TLL, ld, Wd);
sw.WriteLine(" = {0:f2} kN/sq.m.", LLUA);
double V1 = (LLUA * ld * 2 * (b1 + 2 * (WC / 1000) + 2 * (D / 1000)) / l);
sw.WriteLine();
sw.WriteLine("Shear Force by Live Load = V1");
sw.WriteLine(" = [LLUA * ld * 2 * (b1 + 2 * (wc / 1000) + 2 * (D / 1000)]/l");
sw.WriteLine(" = [{0:f2} * {1:f2} * 2 * ({2:f2} + 2 * {3:f3} + 2 * {4:f3}] / {5:f3}",
LLUA, ld, b1, (WC / 1000.0), (D / 1000), l);
sw.WriteLine(" = {0:f3} kN", V1);
double V2 = W2 * l / 2;
sw.WriteLine();
sw.WriteLine("Dead Load Shear = V2 = W2 * l / 2 ");
sw.WriteLine(" = ({0:f2} * {1:f2}) / 2 ", W2, l);
sw.WriteLine(" = {0:f2} kN", V2);
double V = V1 + V2;
sw.WriteLine();
sw.WriteLine("Total Design Shear = V = V1 + V2 kN");
sw.WriteLine(" = {0:f2} + {1:f2} kN", V1, V2);
sw.WriteLine(" = {0:f2} kN", V);
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 5 : Structural Design of Slab ");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
double d = Math.Sqrt((M * 10E5) / (Q * 1000));
sw.WriteLine("Required Effective Depth = d = √((M * 10E5) / (Q * b))");
sw.WriteLine(" = √(({0:f2} * 10E5) / ({1:f2} * 1000))",
M, Q);
sw.WriteLine(" = {0:f2} m", d);
sw.WriteLine();
#endregion
#region Page 4
sw.WriteLine();
if (deff > d)
{
sw.WriteLine("Effective depth provided = deff = {0:f2} > d = {1:f2} OK", deff, d);
}
else
{
sw.WriteLine("Effective depth provided = deff = {0:f2} < d = {1:f2} NOT OK", deff, d);
}
double Ast = (M * 10E5) / (sigma_st * j * d);
sw.WriteLine();
sw.WriteLine("Required Steel reinforcement = Ast = ( M * 10E5) / (σ_st * j * d)");
sw.WriteLine(" = ({0:f2} * 10E5) / ({1:f2} * {2:f3} * {3:f2})",
M,
sigma_st, j, d);
sw.WriteLine(" = {0:f3} sq.mm", Ast);
double spacing = (1000 * Math.PI * 20 * 20 / 4.0) / Ast;
sw.WriteLine();
sw.WriteLine("Using 20 mm dia. Bars, spacing = [1000 * ((π * 20 * 20) / 4)] / {0:f2}", Ast);
sw.WriteLine(" = {0:f2} mm", spacing);
if (spacing > 50 && spacing < 200)
{
spacing = (int)(spacing / 10.0);;
spacing = (spacing * 10.0);;
}
else if (spacing < 50)
{
sw.WriteLine("Spacing {0:f0} mm c/c < 50 mm c/c , NOT OK, Redesign", spacing);
}
else
{
spacing = 200;
}
sw.WriteLine();
sw.WriteLine("Provide T20 @ {0:f0} mm c/c", spacing);
_bd1 = 20;
_sp1 = spacing;
double BMDS = 0.2 * M1 + 0.3 * M2;
sw.WriteLine();
sw.WriteLine("Bending Moment for Distribution Steel = 0.2 * M1 + 0.3 * M2");
sw.WriteLine(" = 0.2 * {0:f2} + 0.3 * {1:f2}", M1, M2);
sw.WriteLine(" = {0:f3} kN-m", BMDS);
BMDS = (int)BMDS;
BMDS += 1.0;
sw.WriteLine(" = {0:f2} kN-m", BMDS);
double e_dep = deff - 10.0 - 10.0 / 2.0;
sw.WriteLine();
sw.WriteLine("Using 12 mm. dia Bars, Effective Depth = deff - (10 + 6) = {0:f2} mm", e_dep);
double req_steel = BMDS * 10E5 / (sigma_st * j * e_dep);
sw.WriteLine();
sw.WriteLine("Required Steel = ({0:f2} * 10E5) / ( {1:f3} * {2:f3} * {3:f2}) = {4:f3} sq.mm",
BMDS, sigma_st, j, e_dep, req_steel);;
spacing = (1000 * Math.PI * 12 * 12) / (req_steel * 4);
sw.WriteLine();
sw.WriteLine("Spacing of bars = (1000 * π * 12 * 12) / ({0:f2} * 4)", req_steel);
sw.WriteLine(" = {0:f3} mm", spacing);
if (spacing > 150)
{
spacing = 150;
}
else
{
spacing = (int)(spacing / 10.0);
spacing = (spacing * 10.0);
}
sw.WriteLine();
sw.WriteLine("Provide T12 @ {0:f0} mm c/c as distribution Steel.", spacing);
_bd2 = 12;
_sp2 = spacing;
#endregion
#region Page 5
sw.WriteLine();
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine("STEP 6 : Shear Reinforcements ");
sw.WriteLine("------------------------------------------------------------");
sw.WriteLine();
double tau = V * 10E2 / (1000 * deff);
sw.WriteLine("Design Shear = τ = (V * 10E2) / (b * deff) ");
sw.WriteLine(" = ({0:f2} * 10E2) / (1000 * {1:f2}) N/sq.mm", V, deff);
sw.WriteLine(" = {0:f3} N/sq.mm", tau);
sw.WriteLine();
double K1 = 1.14 - 0.7 * (deff / 1000); // 1.14 = ?, 0.7 = ?
if (K1 >= 0.5)
{
sw.WriteLine("K1 = 1.14 - 0.7 * (deff / 1000) = 1.14 - 0.7 * {0:f3} = {1:f3} >= 0.5, O.K.",
(deff / 1000.0),
K1);
}
else
{
sw.WriteLine("K1 = 1.14 - 0.7 * (deff / 1000) = 1.14 - 0.7 * {0:f3} = {1:f3} < 0.5, NOT OK",
(deff / 1000.0),
K1);
}
sw.WriteLine();
sw.WriteLine("Bending up alternate bars, provide T20 bars @ 280 mm c/c");
double ast_prov = (Math.PI * 20 * 20 / 4.0) * (1000.0 / 280.0);
sw.WriteLine();
sw.WriteLine("Ast provided = {0:f0} sq.mm", ast_prov);
double p = (ast_prov * 100) / (1000 * deff);
sw.WriteLine();
sw.WriteLine("Percentage p = ({0:f0} * 100) / (1000 * {1:f2}) = {2:f3}%",
ast_prov, deff, p);
double K2 = 0.5 + 0.25 * p;
sw.WriteLine();
if (K2 < 1.0)
{
sw.WriteLine("K2 = 0.5 + 0.25 * p = 0.5 + 0.25 * {0:f3} = {1:f3} < 1.0, NOT OK.", p, K2);
K2 = 1.0;
sw.WriteLine("So, K2 = 1.0");
}
else
{
sw.WriteLine("K2 = 0.5 + 0.25 * p = 0.5 + 0.25 * {0:f3} = {1:f3} >= 1.0, OK.", p, K2);
}
sw.WriteLine();
sw.WriteLine("----------------------------------------------------------");
sw.WriteLine("Concrete Grade (M) 15 20 25 30 35 40 ");
sw.WriteLine("τ_co 0.28 0.34 0.40 0.45 0.50 0.50");
sw.WriteLine("----------------------------------------------------------");
sw.WriteLine();
double tau_co = 0.0;
switch (CON_GRADE)
{
case CONCRETE_GRADE.M15:
tau_co = 0.28;
break;
case CONCRETE_GRADE.M20:
tau_co = 0.34;
break;
case CONCRETE_GRADE.M25:
tau_co = 0.40;
break;
case CONCRETE_GRADE.M30:
tau_co = 0.45;
break;
case CONCRETE_GRADE.M35:
tau_co = 0.50;
break;
case CONCRETE_GRADE.M40:
tau_co = 0.50;
break;
}
sw.WriteLine("Therefore, Permissible Shear Stress");
double tau_c = K1 * K2 * tau_co;
sw.WriteLine("τ_c = K1 * K2 * τ_co");
sw.WriteLine(" = {0:f3} * {1:f3} * {2:f3}", K1, K2, tau_co);
if (tau_c > tau)
{
sw.WriteLine(" = {0:f3} > τ = {1:f3} N/sq.mm, OK", tau_c, tau);
}
else
{
sw.WriteLine(" = {0:f3} < τ = {1:f3} N/sq.mm, NOT OK, more Steel will required.", tau_c, tau);
}
//sw.WriteLine(" = 0.80 * 1.0 * 0.40 = 0.328 N / Sq.mm. > τ = 0.254 N / Sq.mm.
//sw.WriteLine("So, O.K.
//sw.WriteLine("Else not O.K.. more Steel will be required.
#endregion
#region End of Report
sw.WriteLine();
sw.WriteLine("---------------------------------------------------------------------------");
sw.WriteLine("--------------------- END OF REPORT --------------------------");
sw.WriteLine("---------------------------------------------------------------------------");
#endregion
}
catch (Exception ex)
{
}
finally
{
sw.Flush();
sw.Close();
}
#region Page 1 USER DATA
//Thickness of Slab (Assumed) = 500 mm
//Carriageway width = 7.5 m = CW
//Footpath width = 1.0 m = FP
//Clear Span = 6.0 m
//Thickness of Wearing Course = 80 mm = WC
//Width of End Support / Bearing = 0.4 m
//Concrete Grade = M25
//Steel Grade = Fe 415
//Permissible Stress σcb = 8.3 N/sq. mm.
//Permissible Stress σst = 200 N/sq. mm
//Modular Ratio m = 10
//j = 0.9
//Q = 1.1
//Live Load Dimension a1 = 3.6 m
//Live Load Dimension b1 = 0.85 m
//Live Load Dimension b2 = 1.20 m
//Total Live Load W1 = 700 KN
//Clear cover to Reinforcement Bars = 30 mm’
//Unit weight of Concrete = δc = 24 KN/cu.m.
//Unit weight of Wearing course = δwc = 22 KN / cu.m.
#endregion
#region Page2
// Overall depth of Slab = 500 mm = D
//Effective depth of Slab = 500 - (cover + 10) = 460 mn = d eff.
//Effective span is lesser of
//i) Clear Span + Effective Depth = 6 + 0.46 = 6.46 m
//ii) Centre to Centre distance of End Supports / Bearings = 6 + 0.4 = 6.4 m
//So, Effective Span = 6.4 m = l
//STEP 2:
//Bending Moment by Permanent Loads
//Weight of Slab = (D /1000) * δc = 0.5 * 24 = 12 KN/sq.m.
//Weight of Wearing Course = (WC /1000) * δwc = 0.080 * 22 = 1.76 KN/sq.m.
//Total Load = 13.76 NK/sq.m. - 14 KN/sq.m. = W2
//Bending Moment for Permanent Loads = M1 = (14 * l2) / 8 = (14 * 6.42) / 8 = 72 KN m.
//STEP 3:
//Bending Moment by Vehicle Load / Live Load
//For 5m Span Impact Factor 25%
//For 9m Span Impact Factor 10%
//So, for 6.4m Span Impact factor
//= 25 - {(25 - 10) / (9 - 5)} * (6.4 - 5) = 25 - (15 / 4) * 1.4 = 19.7% = If
//Length of Load = a1 = 3.6 m.
//Length of Load including 45° dispersal = 3.6 + 2 * {(D + WC) / 1000}
// = 3.6 + 2 * (0.58) = 4.76 m. = ld
//Effective Width of Slab perpendicular to Span = be = Kx * {1 - (x / L)} + bw
//Placing the Load symmetrically on the Span
//x = Distance from centre of end support to centre of Load = l / 2 = 6.4 / 2 = 3.2 m.
//B = Width of Slab = CW + (2 * FP) = 7.5 + 2 = 9.5 m
//B / l = 9.5 / 6.4 = 1.48
//bw = b1 + {2 * (WC / 1000)} = 0.85 + (2 * 0.08) = 1.01 m.
//From Table of IRC 21:2000 (given at the end of this design)
//For B / l = 1.48, for simply Supported Slab, K = 2.84
//So, Effective Width of Load = be = 2.84 * 3.2 * {1 - (3.2 / 6.4)} + 1.01 = 5.56 m.
//Width of Load with 45 dispersal = 2 * (5.56 / 2) + 2 * (0.85 / 2) + 1.2
// = {(2 * be) / 2} + {(2 * b1) / 2} + b2
// = 7.61 m = Wd
#endregion
#region Page 3
// Total Live Load including Impact = W1 * (IF / 100) = 700 * 1.197 = 838 KN
//Live Load per Unit area = 838 / (ld * wd) = 838 / (4.76 * 7.61) = 23.134 KN / sq.m.
//Bending Moment for Live Load = M2 = {(23.14 * ld) / 2} * (l / 2) - {(23.14 * ld) / 2) * (ld / 4)
// = {(23.14 * 4.76) / 2} * 3.2 - {(23.14 * 4.76) / 2) * 1.19
// = 110.7 KN m.
//Design Bending Moment = M = M1 + M2 = 72 + 110.7 = 182.7 = 185 KN m.
//STEP 4:
//Shear Force by Live Load
//Effective Span = l = 6.4m.
//Length of Load including 45° dispersal = ld = 4.76 m.
//To get maximum Shear Force at support let us place the Load coinciding the start point of the above lengths
//x = ld / 2 = 4.76 / 2 = 2.38 m.
//B / l = 9.5 / 6.4 = 1.48
//From IRC 21:2000, K = 2.84
//bw = 1.01m.
//Effective width of Load = be = Kx * {1 - (x / L)} + bw
// = 2.84 * 2.38 * {1 - (2.38 / 6.4)}+ 1.01
// = 5.256 m.
//Width of Load with 45° dispersal = 2 * (5.256 / 2) + 2 * (0.85 / 2) + 1.2 = 7.3 M. = wd
//Live Load per unit area = 838 / (ld * wd) = 838 / (4.76 * 7.3) = 24.1 KN / sq.m.
//Shear Force by Live Load = [24.1 * 4.76 * 2 * (b1 + 2 * (wc / 1000) + 2 * (D / 1000)] / l
// = [24.1 * 4.76 * 2 * {0.85 + (2 * 0.08) + 1}] / 6.4
// = 72 KN = V1
//Dead Load Shear = (W2 * l) / 2 = (14 * 6.4) / 2 = 45 KN = V2
//Total Design Shear = V = V1 + V2 = 72 + 45 = 117 KN
//STEP 5:
//Structural Design of Slab.
// ________________
//Required Effective Depth = d = √ ( M * 106) / (Q * b)
// _____________________
// = √ ( 185 * 106) / (1.1 * 1000) = 410 mm
#endregion
#region Page 4
// Effective depth provided = d eff = 460 > d = 410, O.K.
//Required Steel reinforcement = Ast = ( M * 106) / (σst * j * d)
// = (185 * 106) / ( 200 * 0.9 * 460)
// = 2234 Sq. mm.
//Using 20 mm dia. Bars, spacing = [1000 * {(π * 20 * 20) / 4}] / 2234
// = 140 mm
//Provide T20 @ 140 mm c/c,
//Bending Moment for Distribution Steel = 0.2 * M1 + 0.3 * M2
// = 0.2 * 72 + 0.3 * 110
// = 47.4
// = 48 KN m.
//Using 12 mm. diaBars, Effective Depth = deff - (10 + 6) = 444 mm
//Required Steel = (48 * 106) / ( 200 * 0.9 * 444) = 600.6 Sq. mm.
//Spacing of bars = (1000 * π * 12 * 12) / (600.6 * 4) = 188.3 mm
//Provide T12 @ 150 mm c/c as distribution Steel.
#endregion
#region Page 5
//STEP 6: Shear Reinforcements
//Design Shear = τ = V / bd eff = (117 * 103) / (1000 * 460) = 0.254 N / Sq. mm.
//K1 = 1.14 - 0.7 * (d eff / 1000) = 1.14 - 0.7 * 0.460 = 0.82 >= 0.5, O.K.
//Bending up alternate bars, provide T20 bars @ 280 mm c/c
//Ast provided = 1122 Sq. mm.
//Percentage p = (1122 * 100) / (1000 * 460) = 0.243%
//K2 = 0.5 + 0.25 * p = 0.5 + 0.25 * 0.243 = 0.560 < 1.0, Not O.K.
//So, K2 = 1.0
//Concrete Grade (M) 15 20 25 30 35 40
// τ co 0.28 0.34 0.40 0.45 0.50 0.50
//Therefore, Permissible Shear Stress
//τ c = K1 * K2 * τ co
// = 0.80 * 1.0 * 0.40 = 0.328 N / Sq.mm. > τ = 0.254 N / Sq.mm.
//So, O.K.
//Else not O.K.. more Steel will be required.
#endregion
}