ConfMander1988Rect Class Reference

Class that stores funcions and material properties of a RC rectangular section with Mander 1988 as the material model for the confined reinforced concrete and the OpenSeesPy command type used to model it is Concrete04 or Concrete01. More...

Inheritance diagram for ConfMander1988Rect:

Public Member Functions
def	__init__ (self, int ID, bc, dc, Ac, fc, Ec, nr_bars, D_bars, np.ndarray wx_top, np.ndarray wx_bottom, np.ndarray wy, s, D_hoops, rho_s_x, rho_s_y, fs, ec=1, ecp=1, fct=-1, et=-1, esu=-1, beta=0.1)
	Constructor of the class. More...
def	CheckApplicability (self)
	Implementation of the homonym abstract method. More...
def	Compute_ec (self)
	Method that computes the compressive concrete yield strain. More...
def	Compute_ecc (self)
	Method that computes the compressive confined concrete yield strain. More...
def	Compute_eccu (self)
	Method that computes the compressive confined concrete failure strain. More...
def	Compute_ecp (self)
	Method that computes the compressive concrete spalling strain. More...
def	Compute_ecu (self)
	Method that computes the compressive concrete failure strain. More...
def	Compute_et (self)
	Method that computes the tensile concrete yield strain. More...
def	Compute_fct (self)
	Method that computes the tensile concrete yield stress. More...
def	ComputeAi (self)
	Method that computes the ineffectual area. More...
def	ComputeConfinementFactor (self)
	Method that computes the confinement factor using the digitized table from Mander et Al. More...
def	Concrete01 (self)
	Generate the material model Concrete01 for rectangular section confined concrete (Mander 1988). More...
def	Concrete04 (self)
	Generate the material model Concrete04 for rectangular section confined concrete (Mander 1988). More...
def	ReInit (self, ec=1, ecp=1, fct=-1, et=-1)
	Implementation of the homonym abstract method. More...
def	ShowInfo (self, plot=False, block=False, concrete04=True)
	Implementation of the homonym abstract method. More...
def	UpdateStoredData (self)
	Implementation of the homonym abstract method. More...
def	CheckApplicability (self)
	Abstract function used to check the applicability of the material model. More...

Public Attributes
	Ac
	Acc
	Ae
	Ai
	bc
	beta
	D_bars
	D_hoops
	data
	dc
	Ec
	ec
	ecc
	eccu
	ecp
	ecu
	esu
	et
	fc
	fcc
	fct
	fl_x
	fl_y
	fs
	ID
	Initialized
	K_combo
	ke
	nr_bars
	rho_cc
	rho_s_x
	rho_s_y
	s
	section_name_tag
	wx_bottom
	wx_top
	wy

Static Public Attributes
list	array_fl2 = [None] * len(curve_fl1)
	curve_fl1 = np.arange(0, 0.3+0.02, 0.02)

Detailed Description

Class that stores funcions and material properties of a RC rectangular section with Mander 1988 as the material model for the confined reinforced concrete and the OpenSeesPy command type used to model it is Concrete04 or Concrete01.

For more information about the empirical model for the computation of the parameters, see Mander et Al. 1988, Karthik and Mander 2011 and SIA 262:2012. The array array_fl2 and curve curve_fl1 are the parameter of the digitized table used to extrapolate the confinement factor; they are used as global throughout the ConfMander1988Rect material model to optimise the program (given the fact that is constant everytime).

Parameters

MaterialModels

Parent abstract class.

Definition at line 1381 of file MaterialModels.py.

Constructor & Destructor Documentation

__init__()

def __init__	(		self,
		int	ID,
			bc,
			dc,
			Ac,
			fc,
			Ec,
			nr_bars,
			D_bars,
		np.ndarray	wx_top,
		np.ndarray	wx_bottom,
		np.ndarray	wy,
			s,
			D_hoops,
			rho_s_x,
			rho_s_y,
			fs,
			ec = 1,
			ecp = 1,
			fct = -1,
			et = -1,
			esu = -1,
			beta = 0.1
	)

Constructor of the class.

Parameters

ID	(int): Unique material model ID.
bc	(float): Width of the confined core (from the centerline of the hoops, according to Mander et Al. 1988).
dc	(float): Depth of the confined core (from the centerline of the hoops, according to Mander et Al. 1988).
Ac	(float): Area of the confined core (according to Mander et Al. 1988).
fc	(float): Compressive concrete yield strength (needs to be negative).
Ec	(float): Young modulus.
nr_bars	(float): Number of reinforcement (allow float for computing the equivalent nr_bars with different reinforcement areas).
D_bars	(float): Diameter of the vertical reinforcing bars.
wx_top	(np.ndarray): Vector of 1 dimension that defines the distance between top vertical bars in x direction (NOT CENTERLINE DISTANCES).
wx_bottom	(np.ndarray): Vector of 1 dimension that defines the distance between bottom vertical bars in x direction (NOT CENTERLINE DISTANCES).
wy	(np.ndarray): Vector of 1 dimension that defines the distance between vertical bars in y direction (lateral) (NOT CENTERLINE DISTANCES).
s	(float): Vertical spacing between hoops.
D_hoops	(float): Diameter of hoops.
rho_s_x	(float): Ratio of the transversal area of the hoops to the associated concrete area in the x direction.
rho_s_y	(float): Ratio of the transversal area of the hoops to the associated concrete area in the y direction.
fs	(float): Yield stress for the hoops.
ec	(float, optional): Compressive concrete yield strain. Defaults to 1, e.g. computed according to Karthik and Mander 2011.
ecp	(float, optional): Concrete spalling strain. Defaults to 1, e.g. computed according to Mander 1988.
fct	(float, optional): Tensile concrete yield strain. Defaults to -1, e.g. computed according to SIA 262:2012.
et	(float, optional): Tensile concrete yield strain. Defaults to -1, e.g. computed according to SIA 262:2012.
esu	(float, optional): Tensile steel bars failure strain. Defaults to -1, e.g. computed according to Mander 1988.
beta	(float, optional): Loating point value defining the exponential curve parameter to define the residual stress. Defaults to 0.1 (according to OpenSeesPy documentation)

Exceptions

NegativeValue	ID needs to be a positive integer.
NegativeValue	bc needs to be positive.
NegativeValue	dc needs to be positive.
NegativeValue	Ac needs to be positive.
PositiveValue	fc needs to be negative.
NegativeValue	Ec needs to be positive.
NegativeValue	nr_bars needs to be positive.
NegativeValue	D_bars needs to be positive.
NegativeValue	s needs to be positive.
NegativeValue	D_hoops needs to be positive.
NegativeValue	rho_s_x needs to be positive.
NegativeValue	rho_s_y needs to be positive.
NegativeValue	fs needs to be positive.
PositiveValue	ec needs to be negative if different from 1.
PositiveValue	ecp needs to be negative if different from 1.
NegativeValue	fct needs to be positive if different from -1.
NegativeValue	et needs to be positive if different from -1.
NegativeValue	esu needs to be positive if different from -1.

Reimplemented in ConfMander1988RectRCRectShape.

Definition at line 1549 of file MaterialModels.py.

        ec = 1, ecp = 1, fct = -1, et = -1, esu = -1, beta = 0.1):
        """
        Constructor of the class.
 
        @param ID (int): Unique material model ID.
        @param bc (float): Width of the confined core (from the centerline of the hoops, according to Mander et Al. 1988).
        @param dc (float): Depth of the confined core (from the centerline of the hoops, according to Mander et Al. 1988).
        @param Ac (float): Area of the confined core (according to Mander et Al. 1988).
        @param fc (float): Compressive concrete yield strength (needs to be negative).
        @param Ec (float): Young modulus.
        @param nr_bars (float): Number of reinforcement (allow float for computing the equivalent nr_bars with different reinforcement areas).
        @param D_bars (float): Diameter of the vertical reinforcing bars.
        @param wx_top (np.ndarray): Vector of 1 dimension that defines the distance between top vertical bars in x direction (NOT CENTERLINE DISTANCES).
        @param wx_bottom (np.ndarray): Vector of 1 dimension that defines the distance between bottom vertical bars in x direction (NOT CENTERLINE DISTANCES).
        @param wy (np.ndarray): Vector of 1 dimension that defines the distance between vertical bars in y direction (lateral) (NOT CENTERLINE DISTANCES).
        @param s (float): Vertical spacing between hoops.
        @param D_hoops (float): Diameter of hoops.
        @param rho_s_x (float): Ratio of the transversal area of the hoops to the associated concrete area in the x direction.
        @param rho_s_y (float): Ratio of the transversal area of the hoops to the associated concrete area in the y direction.
        @param fs (float): Yield stress for the hoops.
        @param ec (float, optional): Compressive concrete yield strain. Defaults to 1, e.g. computed according to Karthik and Mander 2011.
        @param ecp (float, optional): Concrete spalling strain. Defaults to 1, e.g. computed according to Mander 1988.
        @param fct (float, optional): Tensile concrete yield strain. Defaults to -1, e.g. computed according to SIA 262:2012.
        @param et (float, optional): Tensile concrete yield strain. Defaults to -1, e.g. computed according to SIA 262:2012.
        @param esu (float, optional): Tensile steel bars failure strain. Defaults to -1, e.g. computed according to Mander 1988.
        @param beta (float, optional): Loating point value defining the exponential curve parameter to define the residual stress.
            Defaults to 0.1 (according to OpenSeesPy documentation)
 
        @exception NegativeValue: ID needs to be a positive integer.
        @exception NegativeValue: bc needs to be positive.
        @exception NegativeValue: dc needs to be positive.
        @exception NegativeValue: Ac needs to be positive.
        @exception PositiveValue: fc needs to be negative.
        @exception NegativeValue: Ec needs to be positive.
        @exception NegativeValue: nr_bars needs to be positive.
        @exception NegativeValue: D_bars needs to be positive.
        @exception NegativeValue: s needs to be positive.
        @exception NegativeValue: D_hoops needs to be positive.
        @exception NegativeValue: rho_s_x needs to be positive.
        @exception NegativeValue: rho_s_y needs to be positive.
        @exception NegativeValue: fs needs to be positive.
        @exception PositiveValue: ec needs to be negative if different from 1.
        @exception PositiveValue: ecp needs to be negative if different from 1.
        @exception NegativeValue: fct needs to be positive if different from -1.
        @exception NegativeValue: et needs to be positive if different from -1.
        @exception NegativeValue: esu needs to be positive if different from -1.
        """
        # Check
        if ID < 1: raise NegativeValue()
        if bc < 0: raise NegativeValue()
        if dc < 0: raise NegativeValue()
        if Ac < 0: raise NegativeValue()
        if fc > 0: raise PositiveValue()
        if Ec < 0: raise NegativeValue()
        if nr_bars < 0: raise NegativeValue()
        if D_bars < 0: raise NegativeValue()
        if s < 0: raise NegativeValue()
        if D_hoops < 0: raise NegativeValue()
        if rho_s_x < 0: raise NegativeValue()
        if rho_s_y < 0: raise NegativeValue()
        if fs < 0: raise NegativeValue()
        if ec != 1 and ec > 0: raise PositiveValue()
        if ecp != 1 and ecp > 0: raise PositiveValue()
        if fct != -1 and fct < 0: raise NegativeValue()
        if et != -1 and et < 0: raise NegativeValue()
        if esu != -1 and esu < 0: raise NegativeValue()
 
        # Arguments
        self.ID = ID
        self.bc = bc
        self.dc = dc
        self.Ac = Ac
        self.fc = fc
        self.Ec = Ec
        self.nr_bars = nr_bars
        self.D_bars = D_bars
        self.wx_top = copy(wx_top)
        self.wx_bottom = copy(wx_bottom)
        self.wy = copy(wy)
        self.s = s
        self.D_hoops = D_hoops
        self.rho_s_x = rho_s_x
        self.rho_s_y = rho_s_y
        self.fs = fs
        self.esu = 0.05 if esu == -1 else esu # Mander 1988
        self.beta = beta
 
        # Initialized the parameters that are dependent from others
        self.section_name_tag = "None"
        self.Initialized = False
        self.ReInit(ec, ecp, fct, et)
 

Member Function Documentation

CheckApplicability()

def CheckApplicability

(

self

)

Implementation of the homonym abstract method.

See parent class MaterialModels for detailed information.

Reimplemented from MaterialModels.

Definition at line 1756 of file MaterialModels.py.

    def CheckApplicability(self):
        """
        Implementation of the homonym abstract method.
        See parent class MaterialModels for detailed information.
        """
        Check = True
        if self.fc < -110*MPa_unit: # Deierlein 1999
            Check = False
            print("With High Strength concrete (< -110 MPa), a better material model should be used (see Abdesselam et Al. 2019")
        if not Check:
            print("The validity of the equations is not fullfilled.")
            print("!!!!!!! WARNING !!!!!!! Check material model of Confined Mander 1988, ID=", self.ID)
            print("")
 
 

Compute_ec()

def Compute_ec

(

self

)

Method that computes the compressive concrete yield strain.

For more information, see Karthik and Mander 2011.

Returns

float: Strain

Definition at line 1771 of file MaterialModels.py.

    def Compute_ec(self):
        """
        Method that computes the compressive concrete yield strain.
        For more information, see Karthik and Mander 2011.
 
        @returns float: Strain
        """
        # return -0.002 # Alternative: Mander et Al. 1988
        return -0.0015 + self.fc/MPa_unit/70000 # Karthik Mander 2011
 
 

Compute_ecc()

def Compute_ecc

(

self

)

Method that computes the compressive confined concrete yield strain.

For more information, see Karthik and Mander 2011.

Returns

float: Strain

Definition at line 1823 of file MaterialModels.py.

    def Compute_ecc(self):
        """
        Method that computes the compressive confined concrete yield strain.
        For more information, see Karthik and Mander 2011.
 
        @returns float: Strain
        """
        return (1.0 + 5.0 * (self.K_combo-1.0)) * self.ec # Karthik Mander 2011
 
 

Compute_eccu()

def Compute_eccu

(

self

)

Method that computes the compressive confined concrete failure strain.

For more information, see Karthik and Mander 2011.

Returns

float: Strain

Definition at line 1833 of file MaterialModels.py.

    def Compute_eccu(self):
        """
        Method that computes the compressive confined concrete failure strain.
        For more information, see Karthik and Mander 2011.
 
        @returns float: Strain
        """
        # return -0.004 + (1.4*(self.rho_s_x+self.rho_s_y)*self.esu*self.fs) / self.fcc # Alternative: Prof. Katrin Beyer 
        return 5*self.ecc # Karthik Mander 2011
 
 

Compute_ecp()

def Compute_ecp

(

self

)

Method that computes the compressive concrete spalling strain.

For more information, see Mander et Al. 1988.

Returns

float: Strain

Definition at line 1782 of file MaterialModels.py.

    def Compute_ecp(self):
        """
        Method that computes the compressive concrete spalling strain.
        For more information, see Mander et Al. 1988.
 
        @returns float: Strain
        """
        return 2.0*self.ec
 
 

Compute_ecu()

def Compute_ecu

(

self

)

Method that computes the compressive concrete failure strain.

For more information, see Karthik and Mander 2011.

Returns

float: Strain

Definition at line 1812 of file MaterialModels.py.

    def Compute_ecu(self):
        """
        Method that computes the compressive concrete failure strain.
        For more information, see Karthik and Mander 2011.
 
        @returns float: Strain
        """
        # return -0.004 # Alternative: Mander et Al. 1988
        return -0.012 - 0.0001 * self.fc/MPa_unit # Karthik Mander 2011
 
 

Compute_et()

def Compute_et

(

self

)

Method that computes the tensile concrete yield strain.

For more information, see Mander et Al. 1988 (eq 45).

Returns

float: Strain.

Definition at line 1802 of file MaterialModels.py.

    def Compute_et(self):
        """
        Method that computes the tensile concrete yield strain.
        For more information, see Mander et Al. 1988 (eq 45).
 
        @returns float: Strain.
        """
        return self.fct/self.Ec
 
 

Compute_fct()

def Compute_fct

(

self

)

Method that computes the tensile concrete yield stress.

For more information, see SIA 262:2012. Assume that the confinement do not play an essential role in tension.

Returns

float: Stress.

Definition at line 1792 of file MaterialModels.py.

    def Compute_fct(self):
        """
        Method that computes the tensile concrete yield stress.
        For more information, see SIA 262:2012. Assume that the confinement do not play an essential role in tension.
 
        @returns float: Stress.
        """
        return 0.30 * math.pow(-self.fc/MPa_unit, 2/3) * MPa_unit
 
 

ComputeAi()

def ComputeAi

(

self

)

Method that computes the ineffectual area.

For more information, see Mander et Al. 1988.

Returns

float: Area.

Definition at line 1844 of file MaterialModels.py.

    def ComputeAi(self):
        """
        Method that computes the ineffectual area.
        For more information, see Mander et Al. 1988.
 
        @returns float: Area.
        """
        return ( np.sum(np.multiply(self.wy, self.wy))*2.0 +
            np.sum(np.multiply(self.wx_top, self.wx_top)) +
            np.sum(np.multiply(self.wx_bottom, self.wx_bottom)) ) / 6.0
    
 

ComputeConfinementFactor()

def ComputeConfinementFactor

(

self

)

Method that computes the confinement factor using the digitized table from Mander et Al.

1988 that extrapolates the factor using the lateral confining stress in the two direction.

Exceptions

NoApplicability	The table from Mander accept ratio of fl/fc smaller than 0.3.
NoApplicability	The table from Mander accept ratio of fl/fc smaller than 0.3.
NegativeValue	fl1_ratio needs to be positive.
NegativeValue	fl2_ratio needs to be positive.

Returns

float: Confinement factor.

Definition at line 1856 of file MaterialModels.py.

    def ComputeConfinementFactor(self):
        """
        Method that computes the confinement factor using the digitized table from Mander et Al. 1988 that
            extrapolates the factor using the lateral confining stress in the two direction.
 
        @exception NoApplicability: The table from Mander accept ratio of fl/fc smaller than 0.3.
        @exception NoApplicability: The table from Mander accept ratio of fl/fc smaller than 0.3.
        @exception NegativeValue: fl1_ratio needs to be positive.
        @exception NegativeValue: fl2_ratio needs to be positive.
 
        @returns float: Confinement factor.
        """
        if self.fl_x == self.fl_y:
            return -1.254 + 2.254 * math.sqrt(1.0+7.94*self.fl_x*self.ke/self.fc) - 2.0*self.fl_x*self.ke/self.fc # in Mander, it has a prime
        else:
            fl2_ratio = max(self.fl_x*self.ke/self.fc, self.fl_y*self.ke/self.fc)
            fl1_ratio = min(self.fl_x*self.ke/self.fc, self.fl_y*self.ke/self.fc)    
 
            if fl1_ratio > 0.3: raise NoApplicability()
            if fl2_ratio > 0.3: raise NoApplicability()
            if fl1_ratio < 0: raise NegativeValue()
            if fl2_ratio < 0: raise NegativeValue()
 
            # choose one or two curves
            for ii, fl1 in enumerate(curve_fl1):
                if fl1 == fl1_ratio:
                    # one curve
                    # choose curve
                    # curve_fl2 = [curve for ii, curve in enumerate(array_fl2) if index[ii]][0]
                    curve_fl2 = array_fl2[ii]
 
                    # Take value (interpole)
                    K = [item[0] for item in curve_fl2]
                    fl2 = [item[1] for item in curve_fl2]
                    K_res =  np.interp(fl2_ratio, fl2, K)
 
                    #TODO: to check fucntion:
                    # fig, ax = plt.subplots()
                    # ax.plot(fl2, K, 'k-')
                    # ax.scatter(fl2_ratio, K_res, color='k')
                    # ax.grid()
                    # plt.show()
                    return K_res
 
                # two curves
                if fl1 > fl1_ratio:
                    fl1_max = fl1
                    fl1_min = curve_fl1[ii-1]
                    curve_fl2_max = array_fl2[ii]
                    curve_fl2_min = array_fl2[ii-1]
 
                    # Take the values (interpole)
                    K_max = [item[0] for item in curve_fl2_max]
                    fl2_max = [item[1] for item in curve_fl2_max]
                    K_res_max =  np.interp(fl2_ratio, fl2_max, K_max)
 
                    K_min = [item[0] for item in curve_fl2_min]
                    fl2_min = [item[1] for item in curve_fl2_min]
                    K_res_min =  np.interp(fl2_ratio, fl2_min, K_min)
 
                    # interpole with distance from fl1 for fl2
                    # should be logarithmic interpolation but error negligibile
                    K_res = np.interp(fl1_ratio, [fl1_min, fl1_max], [K_res_min, K_res_max])
                    return K_res
 
 

Concrete01()

def Concrete01

(

self

)

Generate the material model Concrete01 for rectangular section confined concrete (Mander 1988).

See _Concrete01 function for more information. Use this method or Concrete04, not both (only one material model for ID).

Definition at line 1922 of file MaterialModels.py.

    def Concrete01(self):
        """
        Generate the material model Concrete01 for rectangular section confined concrete (Mander 1988).
        See _Concrete01 function for more information. Use this method or Concrete04, not both (only one material model for ID).
        """
        _Concrete01(self.ID, self.ecc, self.fcc, self.eccu)
        self.Initialized = True
        self.UpdateStoredData()
 
 

Concrete04()

def Concrete04

(

self

)

Generate the material model Concrete04 for rectangular section confined concrete (Mander 1988).

See _Concrete04 function for more information. Use this method or Concrete01, not both (only one material model for ID).

Definition at line 1932 of file MaterialModels.py.

    def Concrete04(self):
        """
        Generate the material model Concrete04 for rectangular section confined concrete (Mander 1988).
        See _Concrete04 function for more information. Use this method or Concrete01, not both (only one material model for ID).
        """
        _Concrete04(self.ID, self.fcc, self.ecc, self.eccu, self.Ec, self.fct, self.et, self.beta)
        self.Initialized = True
        self.UpdateStoredData()
 
 

ReInit()

def ReInit	(		self,
			ec = 1,
			ecp = 1,
			fct = -1,
			et = -1
	)

Implementation of the homonym abstract method.

See parent class DataManagement for detailed information.

Parameters

ec	(float, optional): Compressive concrete yield strain. Defaults to 1, e.g. computed according to Karthik and Mander 2011.
ecp	(float, optional): Concrete spalling strain. Defaults to 1, e.g. computed according to Mander 1988.
fct	(float, optional): Tensile concrete yield strain. Defaults to -1, e.g. computed according to SIA 262:2012.
et	(float, optional): Tensile concrete yield strain. Defaults to -1, e.g. computed according to SIA 262:2012.

Definition at line 1642 of file MaterialModels.py.

    def ReInit(self, ec = 1, ecp = 1, fct = -1, et = -1):
        """
        Implementation of the homonym abstract method.
        See parent class DataManagement for detailed information.
 
        @param ec (float, optional): Compressive concrete yield strain. Defaults to 1, e.g. computed according to Karthik and Mander 2011.
        @param ecp (float, optional): Concrete spalling strain. Defaults to 1, e.g. computed according to Mander 1988.
        @param fct (float, optional): Tensile concrete yield strain. Defaults to -1, e.g. computed according to SIA 262:2012.
        @param et (float, optional): Tensile concrete yield strain. Defaults to -1, e.g. computed according to SIA 262:2012.
        """
        # Check applicability
        self.CheckApplicability()
 
        # Arguments
        self.ec = self.Compute_ec() if ec == 1 else ec
        self.ecp = self.Compute_ecp() if ecp == 1 else ecp
        self.fct = self.Compute_fct() if fct == -1 else fct
        self.et = self.Compute_et() if et == -1 else et
 
        # Members (according to Mander 1988, confined concrete)
        self.ecu = self.Compute_ecu()
        self.Ai = self.ComputeAi()
        self.Ae = (self.Ac - self.Ai) * (1.0 - (self.s-self.D_hoops)/2.0/self.bc)*(1.0 - (self.s-self.D_hoops)/2.0/self.dc)
        self.rho_cc = self.nr_bars*self.D_bars**2/4.0*math.pi / self.Ac
        self.Acc = self.Ac*(1.0-self.rho_cc)
        self.ke = self.Ae/self.Acc
        self.fl_x = -self.rho_s_x * self.fs
        self.fl_y = -self.rho_s_y * self.fs
        self.K_combo = self.ComputeConfinementFactor()
        self.fcc = self.fc * self.K_combo
        self.ecc = self.Compute_ecc()
        self.eccu = self.Compute_eccu()
        if self.section_name_tag != "None": self.section_name_tag = self.section_name_tag + " (modified)"
 
        # Data storage for loading/saving
        self.UpdateStoredData()
 
 

ShowInfo()

def ShowInfo	(		self,
			plot = False,
			block = False,
			concrete04 = True
	)

Implementation of the homonym abstract method.

See parent class DataManagement for detailed information.

Parameters

plot	(bool, optional): Option to show the plot of the material model. Defaults to False.
block	(bool, optional): Option to wait the user command 'plt.show()' (avoiding the stop of the program everytime that a plot should pop up). Defaults to False.
concrete04	(bool, optional): Option to show in the plot the concrete04 or concrete01 if False. Defaults to True.

Definition at line 1725 of file MaterialModels.py.

    def ShowInfo(self, plot = False, block = False, concrete04 = True):
        """
        Implementation of the homonym abstract method.
        See parent class DataManagement for detailed information.
        
        @param plot (bool, optional): Option to show the plot of the material model. Defaults to False.
        @param block (bool, optional): Option to wait the user command 'plt.show()' (avoiding the stop of the program everytime that a plot should pop up). Defaults to False.
        @param concrete04 (bool, optional): Option to show in the plot the concrete04 or concrete01 if False. Defaults to True.
        """
        print("")
        print("Requested info for Confined Mander 1988 (rectangular) material model Parameters, ID = {}".format(self.ID))
        print("Section associated: {} ".format(self.section_name_tag))
        print('Concrete strength fc = {} MPa'.format(self.fc/MPa_unit))
        print('Concrete strength confined fcc = {} MPa'.format(self.fcc/MPa_unit))
        print('Strain at maximal strength ec = {}'.format(self.ec))
        print('Strain at maximal strength confined ecc = {}'.format(self.ecc))
        print('Maximal strain ecu = {}'.format(self.ecu))
        print('Maximal strain confined eccu = {}'.format(self.eccu))
        print("")
 
        if plot:
            fig, ax = plt.subplots()
            if concrete04:
                PlotConcrete04(self.fcc, self.Ec, self.ecc, self.eccu, "C", ax, self.ID)
            else:
                PlotConcrete01(self.fcc, self.ecc, 0.0, self.eccu, ax, self.ID)
 
            if block:
                plt.show()
 
 

UpdateStoredData()

def UpdateStoredData

(

self

)

Implementation of the homonym abstract method.

See parent class DataManagement for detailed information.

Definition at line 1681 of file MaterialModels.py.

    def UpdateStoredData(self):
        """
        Implementation of the homonym abstract method.
        See parent class DataManagement for detailed information.
        """
        self.data = [["INFO_TYPE", "ConfMander1988rect"], # Tag for differentiating different data
            ["ID", self.ID],
            ["section_name_tag", self.section_name_tag],
            ["bc", self.bc],
            ["dc", self.dc],
            ["Ac", self.Ac],
            ["fc", self.fc],
            ["Ec", self.Ec],
            ["ec", self.ec],
            ["ecp", self.ecp],
            ["ecu", self.ecu],
            ["fct", self.fct],
            ["et", self.et],
            ["fcc", self.fcc],
            ["ecc", self.ecc],
            ["eccu", self.eccu],
            ["beta", self.beta],
            ["nr_bars", self.nr_bars],
            ["D_bars", self.D_bars],
            ["wx_top", self.wx_top],
            ["wx_bottom", self.wx_bottom],
            ["wy", self.wy],
            ["s", self.s],
            ["D_hoops", self.D_hoops],
            ["rho_s_x", self.rho_s_x],
            ["rho_s_y", self.rho_s_y],
            ["fs", self.fs],
            ["esu", self.esu],
            ["Ai", self.Ai],
            ["Ae", self.Ae],
            ["rho_cc", self.rho_cc],
            ["Acc", self.Acc],
            ["ke", self.ke],
            ["fl_x", self.fl_x],
            ["fl_y", self.fl_y],
            ["K_combo", self.K_combo],
            ["Initialized", self.Initialized]]
 
 

Member Data Documentation

Ac

Ac

Definition at line 1621 of file MaterialModels.py.

Acc

Acc

Definition at line 1666 of file MaterialModels.py.

Ae

Ae

Definition at line 1664 of file MaterialModels.py.

Ai

Ai

Definition at line 1663 of file MaterialModels.py.

array_fl2

list array_fl2 = [None] * len(curve_fl1)

static

Definition at line 1394 of file MaterialModels.py.

bc

bc

Definition at line 1619 of file MaterialModels.py.

beta

beta

Definition at line 1635 of file MaterialModels.py.

curve_fl1

curve_fl1 = np.arange(0, 0.3+0.02, 0.02)

static

Definition at line 1393 of file MaterialModels.py.

D_bars

D_bars

Definition at line 1625 of file MaterialModels.py.

D_hoops

D_hoops

Definition at line 1630 of file MaterialModels.py.

data

data

Definition at line 1686 of file MaterialModels.py.

dc

dc

Definition at line 1620 of file MaterialModels.py.

Ec

Ec

Definition at line 1623 of file MaterialModels.py.

ec

ec

Definition at line 1656 of file MaterialModels.py.

ecc

ecc

Definition at line 1672 of file MaterialModels.py.

eccu

eccu

Definition at line 1673 of file MaterialModels.py.

ecp

ecp

Definition at line 1657 of file MaterialModels.py.

ecu

ecu

Definition at line 1662 of file MaterialModels.py.

esu

esu

Definition at line 1634 of file MaterialModels.py.

et

et

Definition at line 1659 of file MaterialModels.py.

fc

fc

Definition at line 1622 of file MaterialModels.py.

fcc

fcc

Definition at line 1671 of file MaterialModels.py.

fct

fct

Definition at line 1658 of file MaterialModels.py.

fl_x

fl_x

Definition at line 1668 of file MaterialModels.py.

fl_y

fl_y

Definition at line 1669 of file MaterialModels.py.

fs

fs

Definition at line 1633 of file MaterialModels.py.

ID

ID

Definition at line 1618 of file MaterialModels.py.

Initialized

Initialized

Definition at line 1639 of file MaterialModels.py.

K_combo

K_combo

Definition at line 1670 of file MaterialModels.py.

ke

ke

Definition at line 1667 of file MaterialModels.py.

nr_bars

nr_bars

Definition at line 1624 of file MaterialModels.py.

rho_cc

rho_cc

Definition at line 1665 of file MaterialModels.py.

rho_s_x

rho_s_x

Definition at line 1631 of file MaterialModels.py.

rho_s_y

rho_s_y

Definition at line 1632 of file MaterialModels.py.

s

s

Definition at line 1629 of file MaterialModels.py.

section_name_tag

section_name_tag

Definition at line 1638 of file MaterialModels.py.

wx_bottom

wx_bottom

Definition at line 1627 of file MaterialModels.py.

wx_top

wx_top

Definition at line 1626 of file MaterialModels.py.

wy

wy

Definition at line 1628 of file MaterialModels.py.

---

The documentation for this class was generated from the following file:

• /media/carmine/DATA/Programmi/OpenSeesPyAssistant/MaterialModels.py