3. Operands#
3.1. Operands RESULTAT and CARA_ELEM#
♦ RESULTAT = resu
The name of a result concept of type result. It is necessarily reentering.
♦ CARA_ELEM = character
It is necessary to fill in the elementary characteristics with the keyword CARA_ELEM for all static & dynamic results. This change is induced by the integration of POST_COMBINAISON (U4.81.45) which generates a ELAS_MULT result without an associate of CARA_ELEM.
3.2. Operand TYPE_COMB#
♦/'ELU'
The reinforcement is dimensioned to the Ultimate Limit State, with respect to the criterion of limiting the deformations of concrete and steel.
/”ELS”
The reinforcement is dimensioned to the Characteristic Service Limit State, with respect to the criterion of limiting stresses in concrete and steel.
/”ELS_QP”
The reinforcement is dimensioned to the Quasi-Permanent Service Limit State, with respect to the criterion of limiting crack openings in stretched concrete.
Note 1 :
For the combinations of efforts, the weightings must be carried out before the call to module CALC_FERRAILAGE. To do this, it is necessary to extract the field of generalized efforts, previously obtained by option EFGE_ELNO, using the CREA_CHAMP function (operation EXTR) described in document [U4.72.04].
MECA1 = CALC_CHAMP (reuse = MECA1,
RESULTAT = MECA1,
CONTRAINTE =” EFGE_ELNO “,);
EFFORTS1 = CREA_CHAMP (TYPE_CHAM =” ELNO_SIEF_R “,
OPERATION =” EXTR “,
RESULTAT = MECA1,
NOM_CHAM =” EFGE_ELNO “,);
Then, by reusing the CREA_CHAMP function (operation ASSE), we can add up the extracted fields by weighting them by the desired coefficient.
PONDERE1 = CREA_CHAMP (TYPE_CHAM =” ELNO_SIEF_R “,
OPERATION =” ASSE “,
MODELE = MODELE,
ASSE =_F (GROUP_MA =” BALCON “,
CHAM_GD = EFFORTS1,
CUMUL =” OUI “,
COEF_R =1.35,),);
Finally, to be able to use the field of weighted efforts created in CALC_FERRAILLAGE, it must be transformed into a results-type concept using the CREA_RESU function described in the document [U4.44.12].
PONDER = CREA_RESU (OPERATION =” AFFE “,
TYPE_RESU =” EVOL_ELAS “,
NOM_CHAM =” EFGE_ELNO “,
AFFE =( _F (CHAM_GD = PONDERE1,
MODELE = MODELE,
CHAM_MATER = MATE,
CARA_ELEM = CARA,
INST =1.0,),),)
Note 2 :
For the calculation at ELS QP (with respect to the criterion for limiting crack openings), the proposed dimensioning is based exclusively on the detailed method developed in Eurocode 2 (EC2). Thus, the calculation in BAEL will be similar to that governed by EC2.
3.3. Operand CODIFICATION#
◊ CODIFICATION =/”EC2”, [DEFAUT]
/”BAEL91”
The CODIFICATIONpermet keyword to choose the regulations used for the reinforcement calculation. Currently the regulations available are BAEL91 and Eurocode 2.
3.4. Operand METHODE_2D#
◊ METHODE_2D =/”Capra-Maury”, [DEFAUT]
/”Sandwich”
The keyword METHODE_2Dpermet to choose the algorithm to remember for calculating the reinforcement of “plate” elements (“2D”) [valid only in the case where TYPE_COMB =” ELU “]. Currently, the methods proposed are the so-called “Capra-Maury” method, as well as the “Sandwich” method; for more explanation on their principles, refer to the documentation [R7.04.05].
3.5. Operand PAS_THETA#
◊ PAS_THETA =/5.0, [DEFAUT]
/thiter, [R]
The keyword PAS_THETApermet to choose, in the case of a “2D” calculation, the value of the iteration step on the angle θ for the “2D” calculation algorithms: in the case of the “Capra-Maury” method, θ corresponds to the orientation of the planes of the fictional “1D” facets; in the case of the “Sandwich” method, it will be the inclination of the compression rods in the peripheral layers, in the Optimized “Sandwich” model research framework.
3.6. Operand PAS_EPAI#
◊ PAS_EPAI =/0.01, [DEFAUT]
/epiter, [R]
The keyword PAS_EPAIpermet to choose, in the case of a “2D” calculation with the “Sandwich”” method, the value of the iteration step over the thicknesses of the peripheral layers, as part of the search for the optimized “Sandwich” model; the iteration step will be equal to epiter* ht, where htrefers to the total thickness of the “2D” plate element.
In the case of a “2D” calculation with the “Capra-Maury” method and in the case of a “1D” calculation, this is the iteration step to find the optimal depth of the neutral axis (in the case where the balance is not deterministic).
3.7. Operand PAS_SIGM#
◊ PAS_SIGM =/0.1, [DEFAUT]
/aphiter, [R]
The keyword PAS_SIGMpermet to choose, in the case of a “2D” calculation with the “Sandwich”” method, the value of the iteration step on the ratios (0 to 1) of the main compression stresses in the peripheral layers, as part of the search for the optimized “Sandwich” model.
3.8. Operand COND_109#
◊ COND_109 =/”OUI”, [DEFAUT]
/” NON “,
The keyword COND_109permet to choose, in the case of a “2D” calculation with the “Sandwich”” method, whether or not to take into account the specifications of §6.109- Membrane elements of EN-1992-2 for the calculation of the resistances of compression rods in the peripheral layers of the “Sandwich” model to be determined. If COND_109 =” NON “, the design resistance will be equal to that used for the” 1D “calculation, namely fcd=fck/γc.
3.9. Operand UNITE_CONTRAINTE#
♦ UNITE_CONTRAINTE =/”MPa”,
/”Pa”
Unit of constraints used for entering operator keywords
Note:
It is very important to ensure that the unit selected in this keyword is the same as the unit of the constraints of the problem arising from finite element calculation.
3.10. Operand UNITE_DIMENSION#
♦ UNITE_DIMENSION =/”m”,
/”mm”
Unit of dimensions used for entering operator keywords
Note:
It is very important to ensure that the unit used in this keyword is the same as the unit of the dimensions of the problem and its geometry resulting from the finite element calculation.
3.11. Selecting order numbers#
The use of the keywords TOUT_ORDRE, NUME_ORDRE, INST is described in the document [U4.71.00].
3.12. Operand AFFE#
3.12.1. Selection of the meshes concerned by the calculation#
The TOUTetGROUP_MA keywords allow the user to choose the meshes on which he wants to do his basic post-processing calculations.
/TOUT = 'OUI'
All meshes (carrying finite elements) will be treated. This is the by default value.
/GROUP_MA = l_grma
Only the meshes included in l_grma will be processed.
Note: If the model is not only made up of shell elements (3D, beams,…), you should not use the keyword TOUT =” OUI “. Shell elements should be specified using the GROUP_MA keyword.
3.12.2. Keyword specific to option CODIFICATION = “BAEL91”#
3.12.2.1. Operand TYPE_STRUCTURE#
♦ TYPE_STRUCTURE =/”1D”,
/”2D”
Type of structure to be reinforced: 1D (Beams/Posts) or 2D (Slabs/Walls)
3.12.2.2. Operand FERR_SYME#
◊ FERR_SYME =/”OUI”,
/”NON” [DEFAUT]
Symmetric reinforcement to consider? If activated, this keyword makes it possible to determine a state of equilibrium with similar upper and lower reinforcement sections, with one constant to be specified at the level of the SEUIL_SYME = s keyword to follow (i.e. such as:math: `| {A} _ {text {s, sup}} - {A} _ {text {s, inf}}} |≤s**)
3.12.2.3. Operand SEUIL_SYME#
◊ SEUIL_SYME = slsym, [R]
Tolerance threshold for the design of symmetric reinforcement.
To be filled in if FERR_SYME = “OUI “
3.12.2.4. Operand FERR_COMP#
◊ FERR_COMP =/”OUI”,
/”NON” [DEFAUT]
Is compression reinforcement possible? If activated, the reinforcement calculation will be able to take into account a need for compression reinforcement, with respect to certain equilibrium states in Pivots B and C.
Note:
In the case where FERR_COMP = “NON “, if the balance results in a need for compression reinforcement, the reinforcement density will then be set to -1 for the element.
3.12.2.5. Operand EPURE_CISA#
◊ EPURE_CISA =/”OUI”,
/”NON” [DEFAUT]
Taking into account the additional tensile force induced by the shear force and the torsional moment, in the framework of Ritter-Mosche truss modeling.
Note:
In the case where EPURE_CISA = “OUI “, the calculation of the additional tensile steel section is carried out in accordance with the equation below:
\({A}_{\text{sl}}=({V}_{\mathit{Ed}}+{T}_{\mathit{Ed}}\times {u}_{k}/2{a}_{k})\times \mathrm{cot}({\mathrm{\theta }}_{b})/{\mathrm{\sigma }}_{s}\)
Such as VEdet TEdreprésentent respectively the shear force and the calculation torsional moment; in the context of the “2D” elements, these are the forces deduced from the facet corner balance in accordance with the Capra Maury method, currently used.
On the other hand, θ represents the angle of inclination of the concrete compression rods, as deduced from the calculation of the sizing of the transverse reinforcement, and ak and uk represent respectively the area inside the mean sheet of the walls of the section and the perimeter of the section and the perimeter of the sheet, as defined in §6.3.2 of EC2 (and also applicable to BAEL91).
3.12.2.6. Operand FERR_MIN#
◊ FERR_MIN =/”NON”, [default]
/”OUI”
/”CODE”
Does minimal reinforcement take into account?
The value of the attribute can be:
“NON”: no minimum reinforcement taken into account
“OUI”: a minimum reinforcement ratio will be taken into account and whose value is to be entered by the user
“CODE”: a minimum reinforcement ratio will be taken into account and whose value will be calculated implicitly by the software, in accordance with the specifications of the calculation standards
3.12.2.7. Operand RHO_LONGI_MIN#
◊ RHO_LONGI_MIN = Rholmin, [R]
Minimum reinforcement ratio in%, with respect to the longitudinal flexural reinforcement (to be entered in the case where FERR_MIN = “OUI”)
Note:
In the case where FERR_MIN = “CODE “, the calculation of RHO_LONGI_MIN is done implicitly by the code as follows:
\({\mathrm{\rho }}_{\text{l,min}}=\mathrm{0,26}\times {f}_{\mathit{ctm}}/{f}_{\mathit{yk}}\text{}⩾\text{}\mathrm{0,0013}\)
3.12.2.8. Operand RHO_TRNSV_MIN#
◊ RHO_TRNSV_MIN = rhotmin, [R]
Minimum reinforcement ratio in%, with respect to transverse shear reinforcement (to be entered in the case where FERR_MIN = “OUI”)
Note:
In the case where FERR_MIN = “CODE “, the calculation of RHO_LONGI_MIN is done implicitly by the code as follows:
\({\mathrm{\rho }}_{\text{t,min}}=\mathrm{0,08}\times \sqrt{{f}_{\mathit{ck}}}/{f}_{\mathit{yk}}\), if TYPE_STRUCTURE = “1D”
\({\mathrm{\rho }}_{\text{t,min}}=0\), if TYPE_STRUCTURE = “2D”
3.12.2.9. C_ SUP operand#
♦ C_ SUP = coatings, [R]
Distance between the concrete surface and the axis of the reinforcing bars for the upper side of the shell (TYPE_STRUCTURE = “2D”)
Note:
The coating value can be approximated to \(0.1h\) with \(h\) being the thickness of the section.
3.12.2.10. C_ INF operand#
♦ C_ INF = Nairobi, [R]
Distance between the concrete surface and the axis of the reinforcing bars for the upper side of the shell (TYPE_STRUCTURE = “2D”)
Note:
The coating value can be approximated to \(0.1h\) with \(h\) being the thickness of the section.
3.12.2.11. C_ SUP_Y operand#
♦ C_ SUP = coated, [R]
Distance between the concrete surface and the axis of the reinforcing bars for the upper face along the Y axis of the beam/column (TYPE_STRUCTURE = “1D”)
Note:
The value of the coating can be approximated to \(0.1{H}_{Y}\) with \({H}_{Y}\) the dimension of the section along the inertial axis Y.
3.12.2.12. C_ INF_Y operand#
♦ C_ INF_Y = enrobyi, [R]
Distance between the concrete surface and the axis of the reinforcing bars for the upper face along the Y axis of the beam/column (TYPE_STRUCTURE = “1D”)
Note:
The value of the coating can be approximated to \(0.1{H}_{Y}\) with \({H}_{Y}\) the dimension of the section along the inertial axis Y.
3.12.2.13. C_ SUP_Z operand#
♦ C_ SUP_Z = coatings, [R]
Distance between the concrete surface and the axis of the reinforcing bars for the upper face along the Z axis of the beam/column (TYPE_STRUCTURE = “1D”)
Note:
The value of the coating can be approximated to \(0.1{H}_{Z}\) with \({H}_{Z}\) the dimension of the section along the inertial axis Z.
3.12.2.14. C_ INF_Z operand#
♦ C_ INF_Z = coating, [R]
Distance between the concrete surface and the axis of the reinforcing bars for the upper face along the Z axis of the beam/column (TYPE_STRUCTURE = “1D”)
Note:
The value of the coating can be approximated to \(0.1{H}_{Z}\) with \({H}_{Z}\) the dimension of the section along the inertial axis Z.
3.12.2.15. N operand#
◊ N = what, [R]
Steel/concrete equivalence coefficient (Young’s modulus ratio)
It is mandatory to enter its value for the calculation in the Characteristic Service Limit States (ELS) and Quasi-Permanent (ELS_QP) States.
Note:
The commonly used value is \({\mathrm{\alpha }}_{e}=15\).
3.12.2.16. Operand RHO_ACIER#
◊ RHO_ACIER = rhoplated, [R]
Value of the volume density of steels.
3.12.2.17. FE/ FCJ operands#
◊ FE= steel, [R]
The elastic limit of steel (stress)
◊ FCJ = concrete, [R]
The characteristic resistance of concrete to compression (stress).
3.12.2.18. Operand EYS#
◊ EYS = eys, [R]
The value of the Young’s modulus of steel for the calculation of reinforcement.
Note:
The commonly used value is \({E}_{\mathit{ys}}=210000\mathit{MPa}\).
3.12.2.19. Operand TYPE_DIAGRAMME#
◊ TYPE_DIAGRAMME =/”B1”,
/”B2”, [default]
The choice of the shape of the Stress-Deformation diagram [B1 – palier plastique incliné et limité (ou) B2 – palier plastique horizontal et illimité] of steel for the ELU calculation.
3.12.2.20. Operands GAMMA_S/GAMMA_C#
◊ GAMMA_S = gammas, [R]
Safety factor on the resistance of steel to ELU.
In general, \({\mathrm{\gamma }}_{s}=1.5\) for accidental combinations otherwise \({\mathrm{\gamma }}_{s}=1.15\).
◊ GAMMA_C = gammac, [R]
Safety factor on the resistance of concrete to ELU.
In general, \({\mathrm{\gamma }}_{c}=1.2\) for accidental combinations otherwise \({\mathrm{\gamma }}_{c}=1.5\)
3.12.2.21. Operand ALPHA_CC#
◊ ALPHA_CC = alphacc, [R]
Coefficient affecting the ultimate strength of concrete (at ELU). It is 1 by default in EC2, and 0.85 by default in BAEL
3.12.2.22. Operand SIGS_ELS#
◊ SIGS_ELS = signs [R]
Permissible stress in steel (mandatory for calculation in the Service Limit State).
Note:
It is recommended in EC2 to use \(\text{SIGS\_ELS}=0.8{f}_{\mathit{yk}}\), with \({f}_{\mathit{yk}}\) the elastic limit of steel.
3.12.2.23. Operands SIGC_INF_ELS/SIGC_SUP_ELS#
◊ SIGC_INF_ELS = sigci [R]
Allowable compressive stress in concrete on the underside of the shell (mandatory for the calculation of “2D” elements in the Service Limit State).
◊ SIGC_SUP_ELS = sigcs [R]
Allowable compressive stress in concrete on the upper side of the shell (mandatory for the calculation of “2D” elements in the Service Limit State).
Note:
In EC2, it is recommended to use \(\text{SIGC\_ELS\_INF/SUP}=0.6{f}_{\mathit{ck}}\) with \({f}_{\mathit{ck}}\) the characteristic compressive strength of concrete.
3.12.2.24. Operands SIGC_INF_Y_ELS/SIGC_SUP_Y_ELS/SIGC_INF_Z_ELS/SIGC_SUP_Z_ELS#
◊ SIGC_INF_Y_ELS = sigcyi [R]
Allowable compressive stress in concrete on the underside of the beam along the inertia axis” Y “(mandatory for the calculation of the” 1D “elements in the Service Limit State).
◊ SIGC_SUP_Y_ELS = sigcys [R]
Allowable compressive stress in concrete on the upper side of the beam along the inertia axis” Y “(mandatory for the calculation of the” 1D “elements in the Service Limit State).
◊ SIGC_INF_Z_ELS = sigczi [R]
Allowable compressive stress in concrete on the underside of the beam along the inertia axis” Z “(mandatory for the calculation of the” 1D “elements in the Service Limit State).
◊ SIGC_SUP_Z_ELS = sigczs [R]
Allowable compressive stress in concrete on the upper side of the beam along the inertia axis” Z “(mandatory for the calculation of the” 1D “elements in the Service Limit State).
Note:
In EC2, it is recommended to use \(\text{SIGC\_ELS\_Y/Z\_INF/SUP}=0.6{f}_{\mathit{ck}}\) with \({f}_{\mathit{ck}}\) the characteristic compressive strength of concrete.
3.12.2.25. Operands WMAX_INF/WMAX_SUP#
◊ WMAX_INF = wmax [R]
Maximum crack opening allowed on the underside of the shell (mandatory for the calculation of “2D” elements in the Quasi-Permanent Service Limit State).
◊ WMAX_SUP = wmaxs [R]
Maximum authorized crack opening on the upper side of the shell (mandatory for the calculation of “2D” elements in the Quasi-Permanent Service Limit State).
Note:
It is recommended in EC2 to use \(\text{WMAX\_INF/SUP}=0.3-0.4\mathit{mm}\)
3.12.2.26. Operands WMAX_INF_Y/WMAX_SUP_Y/WMAX_INF_Z/WMAX_SUP_Z#
◊ WMAX_INF_Y = wmaxyi [R]
Allowable compressive stress in concrete on the underside of the beam along the inertia axis” Y “(mandatory for the calculation of the” 1D “elements at the Service Limit State QP).
◊ WMAX_SUP_Y = wmaxys [R]
Allowable compressive stress in concrete on the upper side of the beam along the inertia axis” Y “(mandatory for the calculation of the” 1D “elements at the Service Limit State QP).
◊ WMAX_INF_Z = wmaxzi [R]
Allowable compressive stress in concrete on the underside of the beam along the inertia axis” Z “(mandatory for the calculation of the” 1D “elements at the Service Limit State QP).
◊ WMAX_SUP_Z = wmaxzs [R]
Allowable compressive stress in concrete on the upper side of the beam along the inertia axis” Z “(mandatory for the calculation of the” 1D “elements at the Service Limit State QP).
Note:
It is recommended in EC2 to use \(\text{WMAX\_INF/SUP\_Y/Z}=0.3-0.4\mathit{mm}\)
3.12.2.27. Operand SIGC_ELS_QP#
◊ SIGC_ELS_QP = sigelsqp [R]
Permissible stress in concrete for the control of non-linear creep (mandatory for calculation at the Service Limit State QP).
Note:
It is recommended in EC2 to use \(\text{SIGC\_ELS\_QP}=0.45{f}_{\mathit{ck}}\), with \({f}_{\mathit{ck}}\) the characteristic compressive strength of concrete.
3.12.2.28. KT operand#
◊ KT= kt [R]
Loading time coefficient for the calculation of crack opening (mandatory for the calculation at the Service Limit State QP).
Note:
It is recommended in EC2 to use \(\text{KT}=0.6\) for a short time load and \(\text{KT}=0.4\) for a long time load.
3.12.2.29. Operands PHI_INF_X/PHI_SUP_X/PHI_INF_Y/PHI_SUP_Y//PHI_INF_Z/PHI_SUP_Z#
◊ PHI_INF_X = phixi, [R]
Approximate diameter of the lower reinforcements according to « x » (mandatory for the calculation of the “2D” elements in the Quasi-Permanent Service Limit State).
◊ PHI_SUP_X = phixs, [R]
Approximate diameter of the upper reinforcements according to « x » (mandatory for the calculation of the “2D” elements in the Quasi-Permanent Service Limit State).
◊ PHI_INF_Y = Phiyi, [R]
Approximate diameter of the lower reinforcements according to « y » (mandatory for the calculation of the “1D” and “2D” elements at the Quasi-Permanent Service Limit State ELS_QP).
◊ PHI_SUP_Y = Phiys, [R]
Approximate diameter of the upper reinforcements according to « y » (mandatory for the calculation of the “1D” and “2D” elements in the Quasi-Permanent Service Limit State).
◊ PHI_INF_Z = phizi, [R]
Approximate diameter of the lower reinforcements according to « z » (mandatory for the calculation of the “1D” elements in the Quasi-Permanent Service Limit State).
◊ PHI_SUP_Z = phizs, [R]
Approximate diameter of the upper reinforcements according to « z » (mandatory for the calculation of the “1D” elements in the Quasi-Permanent Service Limit State).
Note:
It is recommended to consider a value of 25 mm in the general case.
3.12.2.30. Operands CLASSE_ACIER#
◊ CLASSE_ACIER = classy, [R]
Steel class. Must be one of three values: “A” at normal ductility, “B” at high ductility, or “C” at very high ductility. It allows you to define the value of the pivot A \({\mathit{PIV}}_{A}=\mathrm{2,5}\text{\%}\), \({\mathit{PIV}}_{A}=5\text{\%}\) or \({\mathit{PIV}}_{A}=\mathrm{7,5}\text{\%}\). The steel class by default is class B.
3.12.2.31. Operands ALPHA_REINF, ALPHA_SHEAR, ALPHA_STIRRUPS, RHO_CRIT,, DNSTRA_CRIT and L_ CRIT#
The following keywords are to be defined only if RHO_ACIERest is greater than 0. They are used to calculate a complexity indicator aimed at translating the difficulty of implementing reinforcement in the field.
\({I}_{c,i}=\frac{{\mathrm{\alpha }}_{\mathit{reinf}}\cdot \frac{{\mathrm{\rho }}_{i}}{{\mathrm{\rho }}_{\mathit{critic}}}+{\mathrm{\alpha }}_{\mathit{shear}}\cdot \frac{{A}_{\mathit{sw},i}}{{A}_{\mathit{sw},\mathit{critic}}}+{\mathrm{\alpha }}_{\mathit{stirrups}}\cdot \frac{{A}_{\mathit{sw},i}}{{A}_{\mathit{sw},\mathit{critic}}}\cdot \frac{{h}_{\mathit{eff},i}}{{l}_{\mathit{crit}}}}{{\mathrm{\alpha }}_{\mathit{reinf}}+{\mathrm{\alpha }}_{\mathit{shear}}+{\mathrm{\alpha }}_{\mathit{stirrups}}}\)
where: \({\mathrm{\rho }}_{i}\) is the total steel density for element i;
\({A}_{\mathit{sw},i}\) is the shear steel density for element i;
\({h}_{\mathit{eff},i}=h-c-c\text{'}\) is the effective height considered for element i;
◊ ALPHA_REINF =/1, [DEFAUT]
/areinf, [R]
Weighting coefficient of the steel density ration per cubic meter of concrete.
◊ ALPHA_SHEAR =/1, [DEFAUT]
/ashear, [R]
Weighting coefficient of shear steel density ration.
◊ ALPHA_STIRRUPS =/1, [DEFAUT]
/astirr, [R]
Weighting coefficient of the length ratio of shear steel pins.
◊ RHO_CRIT =/150, [DEFAUT]
/rhocrit, [R]
Critical reinforcement volume density.
◊ DNSTRA_CRIT =/0.006, [DEFAUT]
/rhocrit, [R]
Critical shear force reinforcement density.
◊ L_ CRIT =/1, [DEFAUT]
/rhocrit, [R]
Critical length of shear steel pins.
3.12.3. Keyword specific to option CODIFICATION = “EC2”#
3.12.3.1. Operand TYPE_STRUCTURE#
♦ TYPE_STRUCTURE =/”1D”,
/”2D”
Type of structure to be reinforced: 1D (Beams/Posts) or 2D (Slabs/Walls)
3.12.3.2. Operand FERR_SYME#
◊ FERR_SYME =/”OUI”,
/”NON” [DEFAUT]
Symmetric reinforcement to consider? If activated, this keyword makes it possible to determine a state of equilibrium with similar upper and lower reinforcement sections, with one constant to be specified at the level of the SEUIL_SYME = s keyword to follow (i.e. such as:math: `| {A} _ {text {s, sup}} - {A} _ {text {s, inf}}} |≤s**)
3.12.3.3. Operand SEUIL_SYME#
◊ SEUIL_SYME = slsym, [R]
Tolerance threshold for the design of symmetric reinforcement.
To be filled in if FERR_SYME = “OUI “
3.12.3.4. Operand FERR_COMP#
◊ FERR_COMP =/”OUI”,
/”NON” [DEFAUT]
Is compression reinforcement possible? If activated, the reinforcement calculation will be able to take into account a need for compression reinforcement, with respect to certain equilibrium states in Pivots B and C.
Note:
In the case where FERR_COMP = “NON “, if the balance results in a need for compression reinforcement, the reinforcement density will then be set to -1 for the element
3.12.3.5. Operand EPURE_CISA#
◊ EPURE_CISA =/”OUI”,
/”NON” [DEFAUT]
Taking into account the additional tensile force induced by the shear force and the torsional moment, in the framework of Ritter-Mosche truss modeling.
Note:
In the case where EPURE_CISA = “OUI “, the calculation of the additional tensile steel section is carried out in accordance with the equation below:
\({A}_{\text{sl}}=({V}_{\mathit{Ed}}+{T}_{\mathit{Ed}}\times {u}_{k}/2{a}_{k})\times \mathrm{cot}({\mathrm{\theta }}_{b})/{\mathrm{\sigma }}_{s}\)
Such as VEdet TEdreprésentent respectively the shear force and the calculation torsional moment; in the context of the “2D” elements, these are the forces deduced from the facet corner balance in accordance with the Capra Maury method, currently used.
On the other hand, θ represents the angle of inclination of the concrete compression rods, as deduced from the calculation of the sizing of the transverse reinforcement, and ak and uk represent respectively the area inside the mean sheet of the walls of the section and the perimeter of the section and the perimeter of the sheet, as defined in §6.3.2 of EC2 (and also applicable to BAEL91).
3.12.3.6. Operand FERR_MIN#
◊ FERR_MIN =/”NON”, [default]
/”OUI”
/”CODE”
Does minimal reinforcement take into account?
The value of the attribute can be:
“NON”: no minimum reinforcement taken into account
“OUI”: a minimum reinforcement ratio will be taken into account and whose value is to be entered by the user
“CODE”: a minimum reinforcement ratio will be taken into account and whose value will be calculated implicitly by the software, in accordance with the specifications of the calculation standards
3.12.3.7. Operand RHO_LONGI_MIN#
◊ RHO_LONGI_MIN = Rholmin, [R]
Minimum reinforcement ratio in%, with respect to the longitudinal flexural reinforcement (to be entered in the case where FERR_MIN = “OUI”)
Note:
In the case where FERR_MIN = “CODE “, the calculation of RHO_LONGI_MIN is done implicitly by the code as follows:
\({\mathrm{\rho }}_{\text{l,min}}=\mathrm{0,26}\times {f}_{\mathit{ctm}}/{f}_{\mathit{yk}}\text{}⩾\text{}\mathrm{0,0013}\)
3.12.3.8. Operand RHO_TRNSV_MIN#
◊ RHO_TRNSV_MIN = rhotmin, [R]
Minimum reinforcement ratio in%, with respect to transverse shear reinforcement (to be entered in the case where FERR_MIN = “OUI”)
Note:
In the case where FERR_MIN = “CODE “, the calculation of RHO_LONGI_MIN is done implicitly by the code as follows:
\({\mathrm{\rho }}_{\text{t,min}}=\mathrm{0,08}\times \sqrt{{f}_{\mathit{ck}}}/{f}_{\mathit{yk}}\), if TYPE_STRUCTURE = “1D”
\({\mathrm{\rho }}_{\text{t,min}}=0\), if TYPE_STRUCTURE = “2D”
3.12.3.9. C_ SUP operand#
♦ C_ SUP = coatings, [R]
Distance between the concrete surface and the axis of the reinforcing bars for the upper side of the shell (TYPE_STRUCTURE = “2D”)
Note:
The coating value can be approximated to \(0.1h\) with \(h\) being the thickness of the section.
3.12.3.10. C_ INF operand#
♦ C_ INF = Nairobi, [R]
Distance between the concrete surface and the axis of the reinforcing bars for the upper side of the shell (TYPE_STRUCTURE = “2D”)
Note:
The coating value can be approximated to \(0.1h\) with \(h\) being the thickness of the section.
3.12.3.11. C_ SUP_Y operand#
♦ C_ SUP = coated, [R]
Distance between the concrete surface and the axis of the reinforcing bars for the upper face along the Y axis of the beam/column (TYPE_STRUCTURE = “1D”)
Note:
The embedding value can be approximated to \(0.1h\) with \(h\) being the height of the section.
3.12.3.12. C_ INF_Y operand#
♦ C_ INF_Y = enrobyi, [R]
Distance between the concrete surface and the axis of the reinforcing bars for the upper face along the Y axis of the beam/column (TYPE_STRUCTURE = “1D”)
Note:
The embedding value can be approximated to \(0.1h\) with \(h\) being the height of the section.
3.12.3.13. C_ SUP_Z operand#
♦ C_ SUP_Z = coatings, [R]
Distance between the concrete surface and the axis of the reinforcing bars for the upper face along the Z axis of the beam/column (TYPE_STRUCTURE = “1D”)
Note:
The embedding value can be approximated to \(0.1b\) with \(b\) being the width of the section.
3.12.3.14. C_ INF_Z operand#
♦ C_ INF_Z = coating, [R]
Distance between the concrete surface and the axis of the reinforcing bars for the upper face along the Z axis of the beam/column (TYPE_STRUCTURE = “1D”)
Note:
The coating value can be approximated to \(0.1b\) with \(b\) being the height of the section.
3.12.3.15. Operand ALPHA_E#
◊ ALPHA_E = what, [R]
Steel/concrete equivalence coefficient (Young’s modulus ratio)
It is mandatory to enter its value for the calculation in the Characteristic Service Limit States (ELS) and Quasi-Permanent (ELS_QP) States.
Note:
The commonly used value is \({\mathrm{\alpha }}_{e}=15\).
3.12.3.16. Operand RHO_ACIER#
◊ RHO_ACIER = rhoplated, [R]
Value of the volume density of steels.
3.12.3.17. Operands FYK/FCK#
◊ FYK = facer, [R]
The elastic limit of steel (stress)
◊ FCK = concrete, [R]
The characteristic resistance of concrete to compression (stress).
3.12.3.18. Operand EYS#
◊ EYS = eys, [R]
The value of the Young’s modulus of steel for the calculation of reinforcement.
Note:
The commonly used value is \({E}_{\mathit{ys}}=210000\mathit{MPa}\).
3.12.3.19. Operand TYPE_DIAGRAMME#
◊ TYPE_DIAGRAMME =/”B1”,
/”B2”, [default]
The choice of the shape of the Stress-Deformation diagram [B1 – palier plastique incliné et limité (ou) B2 – palier plastique horizontal et illimité] of steel for the ELU calculation.
3.12.3.20. Operands GAMMA_S/GAMMA_C#
◊ GAMMA_S = gammas, [R]
Safety factor on the resistance of steel to ELU.
In general, \({\mathrm{\gamma }}_{s}=1.5\) for accidental combinations otherwise \({\mathrm{\gamma }}_{s}=1.15\).
◊ GAMMA_C = gammac, [R]
Safety factor on the resistance of concrete to ELU.
In general, \({\mathrm{\gamma }}_{c}=1.2\) for accidental combinations otherwise \({\mathrm{\gamma }}_{c}=1.5\)
3.12.3.21. Operand ALPHA_CC#
◊ ALPHA_CC = alphacc, [R]
Coefficient affecting the ultimate strength of concrete (at ELU). It is 1 by default in EC2, and 0.85 by default in BAEL
3.12.3.22. Operand SIGS_ELS#
◊ SIGS_ELS = signs [R]
Permissible stress in steel (mandatory for calculation in the Service Limit State).
Note:
It is recommended in EC2 to use \(\text{SIGS\_ELS}=0.8{f}_{\mathit{yk}}\), with \({f}_{\mathit{yk}}\) the elastic limit of steel.
3.12.3.23. Operands SIGC_INF_ELS/SIGC_SUP_ELS#
◊ SIGC_INF_ELS = sigci [R]
Allowable compressive stress in concrete on the underside of the shell (mandatory for the calculation of “2D” elements in the Service Limit State).
◊ SIGC_SUP_ELS = sigcs [R]
Allowable compressive stress in concrete on the upper side of the shell (mandatory for the calculation of “2D” elements in the Service Limit State).
Note:
In EC2, it is recommended to use \(\text{SIGC\_ELS\_INF/SUP}=0.6{f}_{\mathit{ck}}\) with \({f}_{\mathit{ck}}\) the characteristic compressive strength of concrete.
3.12.3.24. Operands SIGC_INF_Y_ELS/SIGC_SUP_Y_ELS/SIGC_INF_Z_ELS/SIGC_SUP_Z_ELS#
◊ SIGC_INF_Y_ELS = sigcyi [R]
Allowable compressive stress in concrete on the underside of the beam along the inertia axis” Y “(mandatory for the calculation of the” 1D “elements in the Service Limit State).
◊ SIGC_SUP_Y_ELS = sigcys [R]
Allowable compressive stress in concrete on the upper side of the beam along the inertia axis” Y “(mandatory for the calculation of the” 1D “elements in the Service Limit State).
◊ SIGC_INF_Z_ELS = sigczi [R]
Allowable compressive stress in concrete on the underside of the beam along the inertia axis” Z “(mandatory for the calculation of the” 1D “elements in the Service Limit State).
◊ SIGC_SUP_Z_ELS = sigczs [R]
Allowable compressive stress in concrete on the upper side of the beam along the inertia axis” Z “(mandatory for the calculation of the” 1D “elements in the Service Limit State).
Note:
In EC2, it is recommended to use \(\text{SIGC\_ELS\_Y/Z\_INF/SUP}=0.6{f}_{\mathit{ck}}\) with \({f}_{\mathit{ck}}\) the characteristic compressive strength of concrete.
3.12.3.25. Operands WMAX_INF/WMAX_SUP#
◊ WMAX_INF = wmax [R]
Maximum crack opening allowed on the underside of the shell (mandatory for the calculation of “2D” elements in the Quasi-Permanent Service Limit State).
◊ WMAX_SUP = wmaxs [R]
Maximum authorized crack opening on the upper side of the shell (mandatory for the calculation of “2D” elements in the Quasi-Permanent Service Limit State).
Note:
It is recommended in EC2 to use \(\text{WMAX\_INF/SUP}=0.3-0.4\mathit{mm}\)
3.12.3.26. Operands WMAX_INF_Y/WMAX_SUP_Y/WMAX_INF_Z/WMAX_SUP_Z#
◊ WMAX_INF_Y = wmaxyi [R]
Allowable compressive stress in concrete on the underside of the beam along the inertia axis” Y “(mandatory for the calculation of the” 1D “elements at the Service Limit State QP).
◊ WMAX_SUP_Y = wmaxys [R]
Allowable compressive stress in concrete on the upper side of the beam along the inertia axis” Y “(mandatory for the calculation of the” 1D “elements at the Service Limit State QP).
◊ WMAX_INF_Z = wmaxzi [R]
Allowable compressive stress in concrete on the underside of the beam along the inertia axis” Z “(mandatory for the calculation of the” 1D “elements at the Service Limit State QP).
◊ WMAX_SUP_Z = wmaxzs [R]
Allowable compressive stress in concrete on the upper side of the beam along the inertia axis” Z “(mandatory for the calculation of the” 1D “elements at the Service Limit State QP).
Note:
It is recommended in EC2 to use \(\text{WMAX\_INF/SUP\_Y/Z}=0.3-0.4\mathit{mm}\)
3.12.3.27. Operand SIGC_ELS_QP#
◊ SIGC_ELS_QP = sigelsqp [R]
Permissible stress in concrete for the control of non-linear creep (mandatory for calculation at the Service Limit State QP).
Note:
It is recommended in EC2 to use \(\text{SIGC\_ELS\_QP}=0.45{f}_{\mathit{ck}}\), with \({f}_{\mathit{ck}}\) the characteristic compressive strength of concrete.
3.12.3.28. KT operand#
◊ KT= kt [R]
Loading time coefficient for the calculation of crack opening (mandatory for the calculation at the Service Limit State QP).
Note:
It is recommended in EC2 to use \(\text{KT}=0.6\) for a short time load and \(\text{KT}=0.4\) for a long time load.
3.12.3.29. Operands PHI_INF_X/PHI_SUP_X/PHI_INF_Y/PHI_SUP_Y//PHI_INF_Z/PHI_SUP_Z#
◊ PHI_INF_X = phixi, [R]
Approximate diameter of the lower reinforcements according to « x » (mandatory for the calculation of the “2D” elements in the Quasi-Permanent Service Limit State).
◊ PHI_SUP_X = phixs, [R]
Approximate diameter of the upper reinforcements according to « x » (mandatory for the calculation of the “2D” elements in the Quasi-Permanent Service Limit State).
◊ PHI_INF_Y = Phiyi, [R]
Approximate diameter of the lower reinforcements according to « y » (mandatory for the calculation of the “1D” and “2D” elements at the Quasi-Permanent Service Limit State ELS_QP).
◊ PHI_SUP_Y = Phiys, [R]
Approximate diameter of the upper reinforcements according to « y » (mandatory for the calculation of the “1D” and “2D” elements in the Quasi-Permanent Service Limit State).
◊ PHI_INF_Z = phizi, [R]
Approximate diameter of the lower reinforcements according to « z » (mandatory for the calculation of the “1D” elements in the Quasi-Permanent Service Limit State).
◊ PHI_SUP_Z = phizs, [R]
Approximate diameter of the upper reinforcements according to « z » (mandatory for the calculation of the “1D” elements in the Quasi-Permanent Service Limit State).
Note:
It is recommended to consider a value of 25 mm in the general case.
3.12.3.30. Operand UTIL_COMPR#
◊ UTIL_COMPR =/”NON”, [DEFAUT]
/”OUI”,
Taking compression into account in the calculation of shear steels at ELS.
3.12.3.31. Operands CLASSE_ACIER#
◊ CLASSE_ACIER = classy, [R]
Steel class. Must be one of three values: “A” at normal ductility, “B” at high ductility, or “C” at very high ductility. It allows you to define the value of the pivot A \({\mathit{PIV}}_{A}=\mathrm{2,5}\text{\%}\), \({\mathit{PIV}}_{A}=5\text{\%}\) or \({\mathit{PIV}}_{A}=\mathrm{7,5}\text{\%}\). The steel class by default is class B.
3.12.3.32. Operands ALPHA_REINF, ALPHA_SHEAR, ALPHA_STIRRUPS, RHO_CRIT,, DNSTRA_CRIT and L_ CRIT#
The following keywords are to be defined only if RHO_ACIERest is greater than 0. They are used to calculate a complexity indicator aimed at translating the difficulty of implementing reinforcement in the field.
\({I}_{c,i}=\frac{{\mathrm{\alpha }}_{\mathit{reinf}}\cdot \frac{{\mathrm{\rho }}_{i}}{{\mathrm{\rho }}_{\mathit{critic}}}+{\mathrm{\alpha }}_{\mathit{shear}}\cdot \frac{{A}_{\mathit{sw},i}}{{A}_{\mathit{sw},\mathit{critic}}}+{\mathrm{\alpha }}_{\mathit{stirrups}}\cdot \frac{{A}_{\mathit{sw},i}}{{A}_{\mathit{sw},\mathit{critic}}}\cdot \frac{{h}_{\mathit{eff},i}}{{l}_{\mathit{crit}}}}{{\mathrm{\alpha }}_{\mathit{reinf}}+{\mathrm{\alpha }}_{\mathit{shear}}+{\mathrm{\alpha }}_{\mathit{stirrups}}}\)
where: \({\mathrm{\rho }}_{i}\) is the total steel density for element i;
\({A}_{\mathit{sw},i}\) is the shear steel density for element i;
\({h}_{\mathit{eff},i}=h-c-c\text{'}\) is the effective height considered for element i;
◊ ALPHA_REINF =/1, [DEFAUT]
/areinf, [R]
Weighting coefficient of the steel density ration per cubic meter of concrete.
◊ ALPHA_SHEAR =/1, [DEFAUT]
/ashear, [R]
Weighting coefficient of shear steel density ration.
◊ ALPHA_STIRRUPS =/1, [DEFAUT]
/astirr, [R]
Weighting coefficient of the length ratio of shear steel pins.
◊ RHO_CRIT =/150, [DEFAUT]
/rhocrit, [R]
Critical reinforcement volume density.
◊ DNSTRA_CRIT =/0.006, [DEFAUT]
/rhocrit, [R]
Critical shear force reinforcement density.
◊ L_ CRIT =/1, [DEFAUT]
/rhocrit, [R]
Critical length of shear steel pins.