public SavijanjePravougaonogPresekaEC2V2(
double b, double h,
double d1, double d2,
BetonModelEC beton, ReinforcementTypeModelEC armatura,
double Mg, double Mq, double Ng = 0, double Nq = 0, KofZaProracunPravougaonogPresekaModelEC kof = null)
{
InitValidations(b, h, beton, armatura, d1, d2);
this.Mg = Mg;
this.Mq = Mq;
this.Msd = 1.35 * Mg + 1.5 * Mq;
this.Ng = Ng;
this.Nq = Nq;
this.Nsd = 1.35 * Ng + 1.5 * Nq;
this.b = b;
this.h = h;
this.d1 = d1;
this.d2 = d2;
this.beton = beton;
this.armatura = armatura;
if (kof != null)
{
KofZaProracunPravougaonogPreseka = kof; μSd = kof.μRd;
}
Start();
}
private void InitValidations(double b, double h, BetonModelEC beton, ReinforcementTypeModelEC armatura, ReinforcementModelEC as1_model, double d1)
{
if (b <= 0)
{
throw new Exception("b must be greater 0");
}
if (h <= 0)
{
throw new Exception("h must be greater 0");
}
if (d1 <= 0)
{
throw new Exception("d1 must be greater 0");
}
if (2 * d1 >= h)
{
throw new Exception("2 x d1 must be smoller then h");
}
if (beton == null)
{
throw new Exception("Beton not defined!");
}
if (armatura == null)
{
throw new Exception("Armatura not defined!");
}
if (as1_model == null)
{
throw new Exception("Longitudinal reinforcement not defined!");
}
}
public SavijanjePravougaonogPresekaEC2V2(
double b, double h,
double d1, double d2,
BetonModelEC beton, ReinforcementTypeModelEC armatura,
double Msd,
double Nsd = 0,
KofZaProracunPravougaonogPresekaModelEC kof = null)
{
InitValidations(b, h, beton, armatura, d1, d2);
this.Msd = Msd;
this.Nsd = Nsd;
this.b = b;
this.h = h;
this.d1 = d1;
this.d2 = d2;
this.beton = beton;
this.armatura = armatura;
if (kof != null)
{
KofZaProracunPravougaonogPreseka = kof; μSd = kof.μRd;
}
Start();
}
private void InitValidations(double b, double h, BetonModelEC beton, ReinforcementTypeModelEC armatura, double d1, double d2)
{
if (b <= 0)
{
throw new Exception("b must be greater 0");
}
if (h < 0)
{
throw new Exception("h must be greater or equal to 0");
}
if (d1 <= 0)
{
throw new Exception("d1 must be greater 0");
}
if (d2 <= 0)
{
throw new Exception("d2 must be greater 0");
}
if (2 * d1 >= h && h != 0)
{
throw new Exception("2 x d1 must be smoller then h");
}
if (beton == null)
{
throw new Exception("Beton not defined!");
}
if (armatura == null)
{
throw new Exception("Armatura not defined!");
}
}
public VitkostEC2(Izvijanja izvijanje, double Ng_sila,
double Nq_sila, double L_visina, double b_sirina_x, double b_sirina_y,
BetonModelEC beton, ReinforcementTypeModelEC armatura, double d1, double Mg_sila = 0, double Mq_sila = 0)
{
this.beton = beton;
this.armatura = armatura;
Ng = Ng_sila;
Nq = Nq_sila;
Mg = Mg_sila;
Mq = Mq_sila;
L = L_visina;
bx = b_sirina_x;
by = b_sirina_y;
this.d1 = d1;
k = OjleroviSlucajeviIzvijanja.GetK(izvijanje);
li = k * L;
λ = li / (by / 2 / Math.Sqrt(3));
λ_lim = Lamda_lim();
Calculate();
ProracunArmature();
KontrolaCentPritPreseka();
}
public override bool IsValid(object value)
{
if (value is string)
{
var b = value as string;
return(BetonModelEC.ListOfBetonClasses()
.Any(x => x.name == (string)value));;
}
return(false);
}
private static void EC_T_Presek_PomocuFormule()
{
double Msd = 6100;
double b_eff = 175;
double b_w = 35;
double h_f = 15;
double d = 143;
double s;
double δ = h_f / d;
var μSd = 0.0;
var bi = b_eff;
BetonModelEC beton = BetonClasses.GetBetonClassListEC().Single(b => b.name == "C25/30");
ReinforcementTypeModelEC arm = ReinforcementType.GetArmatura().Single(a => a.name == "B500B");
var fcd = beton.fcd / 10;
KofZaProracunPravougaonogPresekaModelEC kof1 = new KofZaProracunPravougaonogPresekaModelEC();
KofZaProracunPravougaonogPresekaModelEC kof2 = new KofZaProracunPravougaonogPresekaModelEC();
KofZaProracunPravougaonogPresekaModelEC kof_zvezdica = new KofZaProracunPravougaonogPresekaModelEC();
//kof1.
bool done = false;
s = δ;
kof1.SetByξ(s);
kof2 = kof1;
int i = 0;
//var s_add = 0.1;
do
{
var x = kof2.ξ * d;
var Eb = ((x - h_f) / x) * kof2.εc;
kof_zvezdica.SetByEcEs1(Eb, 20);
if (kof2.εc == 0)///na pocetku ce uvek biti kof2 0;
{
bi = 1 * b_eff;
}
else
{
bi = (1 - (kof_zvezdica.αv / kof1.αv) * (1 - (h_f / (kof2.ξ * d))) * (1 - (b_w / b_eff))) * b_eff;
}
μSd = Msd * 100 / (bi * Math.Pow(d, 2) * fcd);
var kof3 = KofZaProracunPravougaonogPresekaEC.Get_Kof_From_μ(μSd);
if (Math.Round(kof2.ξ, 3) == Math.Round(kof3.ξ, 3))
{
done = true;
continue;
}
kof2 = kof3;
} while (!done);
}
public async Task <IEnumerable <BetonModelEC> > GetBetonClassesAsync()
{
IEnumerable <BetonModelEC> betonclass = null;
await Task.Run(() =>
{
//betonclass = TabeleEC2.BetonClasses.GetBetonClassListEC();
betonclass = BetonModelEC.ListOfBetonClasses();
});
return(betonclass);
}
public TransverzalneSileEC2(
double b,
double h,
BetonModelEC beton,
ReinforcementTypeModelEC armatura,
ReinforcementModelEC As1_model,
double Vg,
double Vq,
double d1,
double Ng = 0,
double Nq = 0
)
{
InitValidations(b, h, beton, armatura, As1_model, d1);
this.b = b;
this.h = h;
this.beton = beton;
this.armatura = armatura;
as1_Model = As1_model;
As1 = as1_Model.cm2_total;
this.Vg = Vg;
this.Vq = Vq;
this.d1 = d1;
this.Ng = Ng;
this.Nq = Nq;
Validations();
Calc_Vrd_c();
//if (Errors.Count() != 0)
//return;
GetS();
GetSp();
GetListOfM();
if (Ved <= Vrd_c && Errors.Count() == 0)
{
minArmatura();
CalAdditionalTransverseReinforcement();
}
}
public SavijanjePravougaonogPresekaEC2_V2(double b, double h,
double d1, double d2,
BetonModelEC beton, ReinforcementTypeModelEC armatura,
double Msd, double Nsd = 0, KofZaProracunPravougaonogPresekaModelEC kof = null)
{
this.b = b;
this.h = h;
if (h == 0)
{
TipDim = TipDimenzionisanja.Slobodno;
}
this.d1 = d1;
this.d2 = d2;
this.beton = beton;
this.armatura = armatura;
this.Msd = Msd;
this.Nsd = Nsd;
Kof = kof;
InitValidation();
//Calc();
}
public SavijanjeTPresekaEC2(
double b_w, double b_eff,
double h, double h_f,
double d1, double Mg,
double Mq, BetonModelEC beton,
ReinforcementTypeModelEC armatura,
double d2 = 0, double Ng = 0,
double Nq = 0,
KofZaProracunPravougaonogPresekaModelEC kof = null)
{
this.b_w = b_w;
this.b_eff = b_eff;
this.h = h;
this.h_f = h_f;
this.d1 = d1;
this.d2 = d2;
this.Msd = 1.35 * Mg + 1.5 * Mq;
this.Nsd = 1.35 * Ng + 1.5 * Nq;
this.Msds = Msd + Nsd * (h / 100 / 2 - d1 / 100);
if (kof != null)
{
KofZaProracunPravougaonogPreseka = kof; μSd = kof.μRd;
}
}
private double Getω(KofZaProracunPravougaonogPresekaModelEC Kof, double Vsd, double b, double d1, double h, BetonModelEC beton)
{
var zs = (h / 2 - d1);
var Kof_lim = KofZaProracunPravougaonogPresekaEC.GetLimitKofZaProracunPravougaonogPresekaEC(beton);
var Mrd_limit = (Kof_lim.μRd * b * Math.Pow((h - d1), 2) * beton.fcd / 10) / 100;
var ω1 = Kof_lim.μRd * ((1 / Kof_lim.ζ) - (1 / 0.89)) + Kof.μRd * 1 / 0.89 + Vsd * (zs / (0.89 * (h - d1)) - 1);
return(ω1);
}
public ActionResult PostIzracunaj([FromBody] VitkostModel model)
{
if (!ModelState.IsValid)
{
var allErrors = ModelState.Values.SelectMany(x => x.Errors);
return(BadRequest(
new
{
message = "Invalid model",
error = allErrors.Select(x => x.ErrorMessage),
modelExp = new VitkostModel()
{
Slenderness = "Ukljesten sa jedne",
k = 2,
N = 1620,
M_top = -38.5,
M_bottom = 38.5,
L = 375,
b = 30,
h = 30,
d1 = 4,
armtype = "B500B",
betonClass = "C25/30",
result = null
},
}));
}
try
{
var geo = new ElementGeometySlenderness()
{
b = model.b,
h = model.h,
d1 = model.d1,
d2 = model.d1,
L = model.L,
k = model.k,
unit = UnitDimesionType.cm
};
var forces = new ForcesSlenderness(geo.li, geo.h)
{
NEd = model.N,
M_bottom = model.M_bottom,
M_top = model.M_top
};
var beton = new BetonModelEC(model.betonClass);
beton.ni = 0.85;
var material = new Material()
{
beton = beton,
armatura = ReinforcementType
.GetArmatura()
.Single(a => a.name == model.armtype)
};
var v = new SlendernessEC2(geo, forces, material);
v.Calculate();
v.KontrolaCentPritPreseka();
v.ProracunArmature();
model.result = v.ToString();
return(Ok(model));
}
catch (System.Exception ex)
{
return(BadRequest(new { error = ex.Message }));
}
}
public TransverzalneSileEc2ResultModel CalculateInit(TransverzalneSileEc2Model trans)
{
TransverzalneSileEc2ResultModel Result;
var beton = new BetonModelEC(trans.betonClass, 1);
var arm = ReinforcementType.GetArmatura().Where(n => n.name == trans.armtype).SingleOrDefault();
if (trans.settings != null)
{
beton = new BetonModelEC(trans.betonClass, trans.settings.alfa_cc, trans.settings.alfa_ct, trans.settings.y_c);
arm = ReinforcementType.GetArmatura(trans.settings.y_s).Where(n => n.name == trans.armtype).SingleOrDefault();
}
beton.ni = 0.85;
var armLong = new ReinforcementModelEC(trans.armLongitudinal.diametar, trans.armLongitudinal.kom);
bool armCalc = false;
if (trans.u_diametar != 0 && trans.m != 0 && trans.s != 0)
{
armCalc = true;
}
var g = new ElementGeometryTransversal()
{
b = trans.b,
h = trans.h,
d1 = trans.d1,
d2 = trans.d1,
As1 = new ReinforcementModelEC(trans.armLongitudinal.diametar, trans.armLongitudinal.kom),
unit = UnitDimesionType.cm
};
var f = new ForcesTransversal()
{
Ved = trans.Ved,
Vg = trans.Vg,
Vq = trans.Vq
};
var m = new Material()
{
beton = beton,
armatura = arm,
};
using (var t = new TransversalCalcEC2(g, f, m))
{
if (armCalc)
{
if (trans.alfa == null)
{
t.CalculateArmature(trans.m, trans.s, new ReinforcementModelEC(trans.u_diametar, 1));
}
else
{
t.CalculateArmature(trans.m, trans.s, new ReinforcementModelEC(trans.u_diametar, 1), trans.teta, (double)trans.alfa);
}
}
Result = new TransverzalneSileEc2ResultModel()
{
Result = t.ToString(),
s = t.Asw_min == 0 ? trans.s : t.s,
ListS = t.List_s,
ListM = t.List_m,
m = t.Asw_min == 0 ? trans.m : t.m,
teta = t.Θ,
alfa = t.alfa,
u_diametar = trans.u_diametar,
addArm_pot = t.As_add,
TransArm_pot = t.Asw,
minArm_pot = t.Asw_min,
IskorArm = t.IskoriscenostArmature / 100,
IskorBeton = t.IskoriscenostBetona / 100,
Errors = t.Errors
};
}
return(Result);
}
public TransversalReinf_EC2ViewModel(double Vg, double Vq, double b, double h, double d1, ReinforcementTypeModelEC armatura, BetonModelEC beton, ReinforcementModelEC Longitud_As1)
{
this.Vg = Vg;
this.Vq = Vq;
this.b = b;
this.h = h;
this.d1 = d1;
this.armatura = armatura;
this.beton = beton;
this.Longitud_As1 = Longitud_As1;
CalculateCommand = new CommandHandler(async() => await Calculate());
CalculateArmCommand = new CommandHandler(async() => await CalculateArm());
}
private static void ec2_TacnPostupak()
{
double Msd = 180;
double Mu;
double Du = 0;
double b_eff = 20;
double b_w = 20;
double h_f = 15;
double d = 44;
double s;
double δ = h_f / d;
double Nu = 0;
double bi = 0;
BetonModelEC beton = BetonClasses.GetBetonClassListEC().Single(b => b.name == "C25/30");
ReinforcementTypeModelEC arm = ReinforcementType.GetArmatura().Single(a => a.name == "B500B");
//var fcd = 2.05;
double As = (Du - Nu) / arm.fyd;
KofZaProracunPravougaonogPresekaModelEC kof1 = new KofZaProracunPravougaonogPresekaModelEC();
KofZaProracunPravougaonogPresekaModelEC kof2 = new KofZaProracunPravougaonogPresekaModelEC();
bool done = false;
s = δ;
int i = 0;
var x = 0.0;
var s_add = 0.1;
var μSd = (Msd * 100) / (b_eff * Math.Pow(d, 2) * beton.fcd / 10);
var kof_test = KofZaProracunPravougaonogPresekaEC.Get_Kof_From_μ(μSd);
if (kof_test.ξ <= s)
{
var kof = kof_test;
x = kof.ξ * d;
As = (Msd * 100) / (kof.ζ * d * arm.fyd);
}
do
{
i++;
kof1.SetByξ(s);
x = s * d;
var Du1 = kof1.αv * b_eff * s * d * beton.fcd / 10;
var zb1 = d * (1 - kof1.ka * s);
var Ebd = ((s - δ) / s) * kof1.εc;
kof2.SetByEcEs1(Ebd, 20);
var Du2 = kof2.αv * (b_eff - b_w) * (x - h_f) * beton.fcd / 10;
var zb2 = d - h_f - kof2.ka * (x - h_f);
Mu = Du1 * zb1 / 100 - Du2 * zb2 / 100;
if (i > 30)
{
break;
}
if (Mu * 1.0005 < Msd)
{
s += s_add; continue;
}
if (Mu > Msd * 1.001)
{
s_add = s_add / 2; s -= s_add; continue;
}
if (Mu * 1.0005 >= Msd && Mu <= Msd * 1.001)
{
Du = Du1 - Du2; As = (Du - Nu) / arm.fyd; done = true;
}
} while (!done);
if (i > 30 && done == false)
{
Console.WriteLine("Can't calculate!");
Console.ReadKey();
return;
}
bi = Mu / (kof1.μRd * Math.Pow(d, 2) * beton.fcd / 10);
As = (Du - Nu) / arm.fyd;
x = kof1.ξ * d;
Console.WriteLine("n= " + i);
Console.WriteLine("As= " + As);
Console.WriteLine("x= " + x);
Console.WriteLine("Mu= " + Mu);
Console.ReadKey();
GC.Collect();
}
public SavijanjePravougaonogPresekaEC2Model Calculate(SavijanjePravougaonogPresekaEC2Model input)
{
IBetonModel beton;
IReinforcementTypeModel armatura;
SavijanjePravougaonogPresekaEC2Model result = input;
if (input.settings != null)
{
beton = new BetonModelEC(input.betonClass, input.settings.alfa_cc, input.settings.alfa_ct, input.settings.y_c);
armatura = ReinforcementType.GetArmatura(input.settings.y_s).Single(a => a.name == input.armtype);
}
else
{
beton = new BetonModelEC(input.betonClass);
armatura = ReinforcementType.GetArmatura().Single(a => a.name == input.armtype);
}
if (beton == null)
{
throw new System.ArgumentNullException(nameof(beton), "cant be null");
}
if (armatura == null)
{
throw new System.ArgumentNullException(nameof(armatura), "cant be null");
}
var geometry = new ElementGeometry()
{
b = input.b,
h = input.h,
d1 = input.d1,
d2 = input.d2
};
var cs = new CoeffService(new Material {
armatura = armatura, beton = beton
}, geometry);
using (CalculatorEC2Logic.BendingRectangularCrossSectionEC2 sav = new CalculatorEC2Logic.BendingRectangularCrossSectionEC2(
material: new Material()
{
beton = beton,
armatura = armatura
},
geometry: geometry,
forces: input.Msd == 0 ?
new CalculatorEC2Logic.ForcesBendingAndCompressison(1.35 * input.Mg + 1.5 * input.Mq, 1.35 * input.Ng + 1.5 * input.Nq) :
new CalculatorEC2Logic.ForcesBendingAndCompressison(input.Msd, input.Nsd),
kof: input.h == 0 ? cs.GetByμ(input.mu) : null))
{
///Doo some thing
result.result = new SavijanjePravougaonogPresekaEC2Model.ResultModel()
{
coef = sav.KofZaProracunPravougaonogPreseka,
As1_req = sav.As1_pot,
As2_req = sav.As2_pot,
Msd = sav.Forces.Msd,
Msds = sav.Forces.Msds(sav.Geometry.h, sav.Geometry.d1),
Nsd = sav.Forces.Nsd,
μSd = sav.KofZaProracunPravougaonogPreseka.μRd,
Result = sav.ToString(),
};
result.h = input.h == 0 ? sav.Geometry.h : result.h;
}
return(result);
}
public static KofZaProracunPravougaonogPresekaModelEC GetLimitKofZaProracunPravougaonogPresekaEC(BetonModelEC beton)
{
if (beton.fck <= 35)
{
return(new KofZaProracunPravougaonogPresekaModelEC()
{
εc = -3.5, εs1 = 4.278, ζ = 0.813, ξ = 0.45, μRd = 0.252, ω = 0 /*, kd = 0*/
});
}
else
{
return new KofZaProracunPravougaonogPresekaModelEC()
{
εc = -3.5, εs1 = 6.5, ζ = 0.854, ξ = 0.35, μRd = 0.206, ω = 0 /*, kd = 0*/
}
};
}