public double GetSteelShearStrength()
{
double f_yt = rebarMaterial.YieldStress;
double V_s = ((A_v * f_yt * d) / (s));
StrengthReductionFactorFactory f = new StrengthReductionFactorFactory();
double phi = f.Get_phi_ShearReinforced();
return(phi * V_s);
}
public double GetMaximumShearStrength(double phiV_c)
{
StrengthReductionFactorFactory f = new StrengthReductionFactorFactory();
double phi = f.Get_phi_ShearReinforced();
//Section 22.5.1.2
double phiV_nMax = phiV_c + phi * 8 * Section.Material.Sqrt_f_c_prime * b_w * d;
return phiV_nMax;
}
public double GetMaximumShearStrength(double phiV_c)
{
StrengthReductionFactorFactory f = new StrengthReductionFactorFactory();
double phi = f.Get_phi_ShearReinforced();
//Section 22.5.1.2
double phiV_nMax = phiV_c + phi * 8 * Section.Material.Sqrt_f_c_prime * b_w * d;
return(phiV_nMax);
}
public ConcreteFlexuralStrengthResult GetDesignFlexuralStrength(FlexuralCompressionFiberPosition FlexuralCompressionFiberPosition,
ConfinementReinforcementType ConfinementReinforcementType)
{
IStrainCompatibilityAnalysisResult nominalResult = this.GetNominalFlexuralCapacity(FlexuralCompressionFiberPosition);
ConcreteFlexuralStrengthResult result = new ConcreteFlexuralStrengthResult(nominalResult, FlexuralCompressionFiberPosition, this.Section.Material.beta1);
StrengthReductionFactorFactory f = new StrengthReductionFactorFactory();
FlexuralFailureModeClassification failureMode = f.GetFlexuralFailureMode(result.epsilon_t, result.epsilon_ty);
double phi = f.Get_phiFlexureAndAxial(failureMode, ConfinementReinforcementType, result.epsilon_t, result.epsilon_ty);
double phiM_n = phi * nominalResult.Moment;
result.phiM_n = phiM_n; result.FlexuralFailureModeClassification = failureMode;
return result;
}
public double GetUpperLimitShearStrength(double phiV_c)
{
double h = Section.SliceableShape.YMax - Section.SliceableShape.YMin;
this.A_g = Section.SliceableShape.A;
this.N_u = N_u;
this.rho_w = rho_w;
double V_max;
double f_c = Section.Material.SpecifiedCompressiveStrength;
double lambda = Section.Material.lambda;
StrengthReductionFactorFactory f = new StrengthReductionFactorFactory();
double phi = f.Get_phi_ShearReinforced();
V_max = phiV_c + phi * (10.0 * lambda * Section.Material.Sqrt_f_c_prime * b_w * d); // (22.5.1.2)
return(V_max);
}
public double GetUpperLimitShearStrength(double phiV_c)
{
double h = Section.SliceableShape.YMax - Section.SliceableShape.YMin;
this.A_g = Section.SliceableShape.A;
this.N_u = N_u;
this.rho_w = rho_w;
double V_max;
double f_c = Section.Material.SpecifiedCompressiveStrength;
double lambda = Section.Material.lambda;
StrengthReductionFactorFactory f = new StrengthReductionFactorFactory();
double phi = f.Get_phi_ShearReinforced();
V_max = phiV_c + phi*(10.0 * lambda * Section.Material.Sqrt_f_c_prime * b_w * d); // (22.5.1.2)
return V_max;
}
public ConcreteCompressionStrengthResult GetDesignMomentWithCompressionStrength( double P_u,
FlexuralCompressionFiberPosition FlexuralCompressionFiberPosition,
ConfinementReinforcementType ConfinementReinforcementType)
{
double P_o = GetMaximumForce();
StrengthReductionFactorFactory ff = new StrengthReductionFactorFactory();
double phiAxial = ff.Get_phiFlexureAndAxial(FlexuralFailureModeClassification.CompressionControlled, ConfinementReinforcementType, 0, 0);
double phiP_n = phiAxial * P_o;
if (P_u > phiP_n)
{
throw new Exception("Axial forces exceeds maximum axial force.");
}
IStrainCompatibilityAnalysisResult nominalResult = this.GetNominalMomentResult(P_u,FlexuralCompressionFiberPosition);
ConcreteCompressionStrengthResult result = new ConcreteCompressionStrengthResult(nominalResult, FlexuralCompressionFiberPosition, this.Section.Material.beta1);
StrengthReductionFactorFactory f = new StrengthReductionFactorFactory();
FlexuralFailureModeClassification failureMode = f.GetFlexuralFailureMode(result.epsilon_t, result.epsilon_ty);
double phi = f.Get_phiFlexureAndAxial(failureMode, ConfinementReinforcementType, result.epsilon_t, result.epsilon_ty);
double phiM_n = phi * nominalResult.Moment;
result.phiM_n = phiM_n; result.FlexuralFailureModeClassification = failureMode;
return result;
}
public ConcreteCompressionStrengthResult GetDesignMomentWithCompressionStrength(double P_u,
FlexuralCompressionFiberPosition FlexuralCompressionFiberPosition,
ConfinementReinforcementType ConfinementReinforcementType)
{
double P_o = GetMaximumForce();
StrengthReductionFactorFactory ff = new StrengthReductionFactorFactory();
double phiAxial = ff.Get_phiFlexureAndAxial(FlexuralFailureModeClassification.CompressionControlled, ConfinementReinforcementType, 0, 0);
double phiP_n = phiAxial * P_o;
if (P_u > phiP_n)
{
throw new Exception("Axial forces exceeds maximum axial force.");
}
IStrainCompatibilityAnalysisResult nominalResult = this.GetNominalMomentResult(P_u, FlexuralCompressionFiberPosition);
ConcreteCompressionStrengthResult result = new ConcreteCompressionStrengthResult(nominalResult, FlexuralCompressionFiberPosition, this.Section.Material.beta1);
StrengthReductionFactorFactory f = new StrengthReductionFactorFactory();
FlexuralFailureModeClassification failureMode = f.GetFlexuralFailureMode(result.epsilon_t, result.epsilon_ty);
double phi = f.Get_phiFlexureAndAxial(failureMode, ConfinementReinforcementType, result.epsilon_t, result.epsilon_ty);
double phiM_n = phi * nominalResult.Moment;
result.phiM_n = phiM_n; result.FlexuralFailureModeClassification = failureMode;
return(result);
}
public double GetConcreteShearStrength(double N_u, double rho_w, double M_u, double V_u)
{
double h = Section.SliceableShape.YMax - Section.SliceableShape.YMin;
this.A_g = Section.SliceableShape.A;
this.N_u = N_u;
this.rho_w = rho_w;
double V_c;
double f_c = Section.Material.SpecifiedCompressiveStrength;
double lambda = Section.Material.lambda;
if (N_u == 0)
{
if (rho_w == 0 || M_u == 0 || V_u == 0)
{
V_c = 2 * lambda * Section.Material.Sqrt_f_c_prime * b_w * d; // (22.5.5.1)
}
else
{
//use detailed formula
//Table 22.5.5.1
double V_c_a = (1.9 * lambda * Section.Material.Sqrt_f_c_prime + 2500.0 * rho_w * ((V_u * d) / (M_u))) * b_w * d;
double V_c_b = (1.9 * lambda * Section.Material.Sqrt_f_c_prime + 2500.0 * rho_w) * b_w * d;
double V_c_c = 3.5 * lambda * Section.Material.Sqrt_f_c_prime * b_w * d;
List<double> V_cList = new List<double>() { V_c_a, V_c_b, V_c_c };
V_c = V_cList.Min();
}
}
else
{
if (N_u > 0) //compression
{
if (rho_w == 0 || h == 0)
{
//Use simplified formula
V_c = 2.0 * (1 + ((N_u) / (2000.0 * A_g))) * lambda * Section.Material.Sqrt_f_c_prime * b_w * d;
}
else
{
//Table 22.5.6.1
double V_c_b = 3.5 * lambda * Section.Material.Sqrt_f_c_prime * b_w * d * Math.Sqrt(1 + ((N_u) / (500.0 * A_g)));
if (M_u - N_u * (((4.0 * h - d) / (8.0))) <= 0)
{
V_c = V_c_b;
}
else
{
double V_c_a = (1.9 * lambda * Section.Material.Sqrt_f_c_prime + 2500.0 * rho_w * ((V_u * d) / (M_u - N_u * (((4.0 * h - d) / (8.0)))))) * b_w * d;
V_c = Math.Min(V_c_a, V_c_b);
}
}
}
else //tension
{
V_c = 2.0 * (1.0 + ((N_u) / (500.0 * A_g))) * lambda * Section.Material.Sqrt_f_c_prime * b_w * d; //(22.5.7.1)
}
}
V_c = V_c < 0 ? 0 : V_c;
StrengthReductionFactorFactory f = new StrengthReductionFactorFactory();
double phi = f.Get_phi_ShearReinforced();
return phi * V_c;
}
public double GetConcreteShearStrength(double N_u, double rho_w, double M_u, double V_u)
{
double h = Section.SliceableShape.YMax - Section.SliceableShape.YMin;
this.A_g = Section.SliceableShape.A;
this.N_u = N_u;
this.rho_w = rho_w;
double V_c;
double f_c = Section.Material.SpecifiedCompressiveStrength;
double lambda = Section.Material.lambda;
if (N_u == 0)
{
if (rho_w == 0 || M_u == 0 || V_u == 0)
{
V_c = 2 * lambda * Section.Material.Sqrt_f_c_prime * b_w * d; // (22.5.5.1)
}
else
{
//use detailed formula
//Table 22.5.5.1
double V_c_a = (1.9 * lambda * Section.Material.Sqrt_f_c_prime + 2500.0 * rho_w * ((V_u * d) / (M_u))) * b_w * d;
double V_c_b = (1.9 * lambda * Section.Material.Sqrt_f_c_prime + 2500.0 * rho_w) * b_w * d;
double V_c_c = 3.5 * lambda * Section.Material.Sqrt_f_c_prime * b_w * d;
List <double> V_cList = new List <double>()
{
V_c_a, V_c_b, V_c_c
};
V_c = V_cList.Min();
}
}
else
{
if (N_u > 0) //compression
{
if (rho_w == 0 || h == 0)
{
//Use simplified formula
V_c = 2.0 * (1 + ((N_u) / (2000.0 * A_g))) * lambda * Section.Material.Sqrt_f_c_prime * b_w * d;
}
else
{
//Table 22.5.6.1
double V_c_b = 3.5 * lambda * Section.Material.Sqrt_f_c_prime * b_w * d * Math.Sqrt(1 + ((N_u) / (500.0 * A_g)));
if (M_u - N_u * (((4.0 * h - d) / (8.0))) <= 0)
{
V_c = V_c_b;
}
else
{
double V_c_a = (1.9 * lambda * Section.Material.Sqrt_f_c_prime + 2500.0 * rho_w * ((V_u * d) / (M_u - N_u * (((4.0 * h - d) / (8.0)))))) * b_w * d;
V_c = Math.Min(V_c_a, V_c_b);
}
}
}
else //tension
{
V_c = 2.0 * (1.0 + ((N_u) / (500.0 * A_g))) * lambda * Section.Material.Sqrt_f_c_prime * b_w * d; //(22.5.7.1)
}
}
V_c = V_c < 0 ? 0 : V_c;
StrengthReductionFactorFactory f = new StrengthReductionFactorFactory();
double phi = f.Get_phi_ShearReinforced();
return(phi * V_c);
}