A Simplified Methodology of European Steel Characterization on Theoretic Structural Application with Buckling Restrained Braces

. Te objective of this research is to provide simplifed equations to fx the steel mechanical parameters when applied to all-steel buckling restrained braces (BRBs) whiting a whole theoretic structural calculation. Tese equations can be mainly useful in the predesign stage when the data of steel tests are still not available. A revision and search were carried out of available steel values from monotonic and cyclic uniaxial tests by diferent European steels. Curves of regression were ftted to fnd the necessary parameters for numeric models of BRBs with typical hysteretic dissipation. A comparison of results from applying three diferent groups of adopted steel values (nominal, regression or actual, and maximum) is done with a well-known and tested BRB. Te high dispersion of results that arise is shown. Te regression equations found demonstrate great usefulness. For an initial theoretic calculation, departing from most actual parameters of steel strongly decrease the uncertainty and it allows calculating structures with BRBs in a more realistic way.


Introduction
Currently, in seismically active zones, the application of elements to energy dissipation is becoming more frequent. Among the possible applied elements, buckling restrained braces (BRBs) are starting to have great implantation.
In general, when BRBs are incorporated in a preliminary design, theoretic values are used as parameters of calculation (especially on materials), and the problem arises because in the true work time, their functioning can be very diferent. Basically, this implies that BRBs will not behave as had been supposed. In the case of all-steel BRB, the behavior can be even more diferent than in the case of concrete-inflled BRB. As a consequence, the whole structure is strongly dependent on the behavior of the BRBs. An adequate calculation will be possible when the BRB behavior (by means of experimental tests) is well-known, as is its infuence on the complete structure. Tis means that the structure will undoubtedly have to be recalculated to surrogate a reliable structural response. Te importance of adequately assessing BRBs behavior is evident, and several important implications can be described for diferent aspects of behavior.
(i) First of all, the characterization of steel is often done with the known tensional test. Tis is a monoaxial and, generally, pseudostatic test. Te most coherent test is a cyclic dynamic, although this is more complex to carry out. Te true seismic behavior is due to reversible nonuniform load, and this is still diferent to cyclic uniform behavior [1]. Te values of parameters that defne the behavior of steel will be diferent in each case. Even using the actual values obtained from the monotonic test, the behavior of steel working on seismic actions cannot be guaranteed. (ii) Te manufacturers of steel elements provide some characteristics and properties according to the material but indicate that these are minimal or guaranteed values (p � 5%). Tis information is not completely useful since they are not actual values of the material. Te experimental values (that are not known in the design phase) are the only ones that should be applied. Here, we must bear in mind that the BRBs have a specifc function as the improvement of the structural behavior against seismic loads. However, in general, manufacturers do not test or give information in relation to the dynamic cyclic behavior. (iii) In the habitual calculation method of limit states (EC3) [2], it is necessary that a BRB behaves as elastic stifness (or very low inelasticity) in service limit state (SLS) and as an efcient dissipator in ultimate limit state (ULS). In both states, materials are afected by a safety factor (g m � 1 and g m � 1.05, respectively). Te use of an applied partial factor for a material leads to a reduction in strength, and therefore, the BRB with its actual strength will act as a simple elastic stifness when it is assumed that hysteretic dissipation must exist. Care should be taken with the use of this coefcient in this case, and it should always be proposed to increase the nominal yield stress (F y ).
Tis is proposed in EC8 [3], as will be seen later. However, keep in mind that a proposed material overstrength factor is also a theoretical value. (iv) When performance based earthquake engineering (PBEE) calculation is applied by the four typical FEMA levels (operational, OP; immediate occupancy, IO; life safety, LS; and collapse prevention, CP) [4,5], the behavior of the BRB should be well controlled. For instance, in the OP level, the BRB should behave in an elastic way to provide a low interstory drift value. Here, it is also very important to know with precision F y , e y (yield strain), and E (elasticity modulus) of the dissipative BRB core. In the CP level, the BRB should behave with maximum possible dissipation (guaranteeing stability). Terefore, it is also important to know the buckling safety, F u (ultimate stress), e max (maximum strain), and ductility values on the BRB core. (v) Te diferent actual-theoretic behaviors of BRB in diferent PBEE levels will generate diferent behaviors in the other resistant elements of the mainframe, and therefore, it could be ill-designed if the theoretic (nonactual) values are applicable. Take into account that each PBEE level must be independently verifed for the whole structure. (vi) In all-steel BRB, the gap between the core and the restrainer allows both core lateral expansion in compression and core high mode buckling waving [6]. Te latter would generate friction forces between the two members in compression. If this gap is insufcient, the core will be gripped within the restrainer. If the gap is excessive, the amplitude of the buckling waves will be higher, and thus the friction forces also increase [7]. Strength and axial stifness of the steel core are a key factor in these behaviors.
Habitually, in the modeling of hysteretic cycles of dissipation, an inverse type of analysis is applied, fnding parameters of adjustment for ftting the searched model. Te authors believe that the frst true adjustment is to ascertain the actual adopted material to use. To have reliable material parameters should be the frst step. In this work, the study of the steel characterization to be applicable to a BRB is discussed. Te goal is to provide simplifed formulation for the preliminary design of BRB taking into account a more reliable material. Tis work combines a way to have a better defnition of the theoretical properties for each steel with a reliable model (cyclic with hardening and asymmetric hysteretic plastic behavior with increase in compression). Te objective is to have an "actual" reference of initial material properties parameters to be able to perform a calculation in the structural design phase. A cyclic model will be adjusted, and the behavior towards seismic loads will be analyzed by a wellstudied and constructed BRB [8,9]. Important conclusions will be found about the need to improve the characterization of the material, especially in preliminary numeric design.

Types of Adopted Steels, Methodology, and Elaboration of Curves of Regression
Te objective has been to fnd European steels of normal strength and to create a database with the available values. Carbon steels, hot-rolled and with diferent carbon percentage are analyzed. Tese have diferent elastic value of yield that are indicated in their denomination (EN 10025) [10]. Te considered steels are S185, S235, S250, S275, S300, S355, S400, S460, S500, and S690. Other steels with conditions such as large chemical aggregates or with specifc behavior have not been taken into account. Te environmental temperature was also considered. Observe that there are steels with less structural uses, but they have been taken into account equally. S400 and S500, mostly used in reinforced concrete structures, have also been incorporated. Te S690 was assumed in this research as a superior limit with high strength. All specimens have a thickness less than or equal to 16 mm.
Few data have been found with cyclic tests and most of these are data from monotonic tests. Even so, cyclic data have been incorporated.
Te experimental data that have been searched for are indicated in Table 1. Other types of steels have been discarded since they have little or incomplete data. However, even the steel data considered are not uniform or incomplete. Table 1 lists the investigated mechanical properties that are the most important parameters for a dissipative model. For instance, to characterize a BRB, F y , F u (tension and compression), E, e y , and e max are fundamentals. Some parameters have a greater number of records than others, even so, they all have approximately 50 records. In many instances, F u /F y , E, and m values have been deducted from the experimental curves. Because this is a hot topic issue, several studies investigated this aspect; however, the most important references are listed in the reference section [11][12][13][14][15][16][17][18][19][20].
Since the goal is to apply steels to the development of BRB, special care is taken in having sufcient and reliable data in relation to S185, S235, S250, and S275. Tese could be the very frequently used as core steels.
Te experimental campaign provided the mean values of parameters listed in Table 1 to each steel considered. Results vary with a standard deviation less than 20%. Mean values were used to obtain an adjusted regression curve with an adequate correlation coefcient (R 2 ) ( Figure 1). Analytical equations (equations (1)- (7)) are calibrated through the nominal steel value S n in MPa. All curves of regression obtained are indicated in Figure 2. Table 2 summarizes all obtained mechanical parameters corresponding to the nominal steel values.
Te equations obtained are as follows:

BRB Application and Numerical Modeling
An all-steel BRB discussed in [8,9] was assumed as case study in this research, and an overview is illustrated in Figure 3. A characterization of model behavior must be accomplished in order to use it later with a reliable numerical model. As it is shown in Figure 3, the BRB is composed of two parts: an elastic zone and an inelastic zone (core). Te second one will have great inelastic dissipation by hysteretic cycles. Te BRB is pinned, therefore, bending eforts from gusset plates of joints are not considered. From a cyclic pseudostatic available test, a numerical adjust modeling has been carried out to cyclic loads with OpenSees [21]. Tis software enables considering diferent models and adjusting the best suited. As it was expected, the cyclic hysteretic model curve has an hardening trend (kinematic and isotropic), a typical Bauschinger type behavior and diferent force and displacement levels in tension and compression (no symmetric behavior). A compression overstrength arises due to known friction that are caused between the core and the casing system. It is an external metallic tube restrained with elastic behavior. BRB modelled without external restraint or core is shown in Figure 3.
Diferent parts have diferent behaviors. Te zone of the joint pinned connection and the transition zone (L e ) have been considered as a bilinear material (in the following steel01 model), and the dissipative zone (L c ) is considered nonlinear (in the following steel04 model) [12,21,22]. Still considering steel01 (bilinear), it is defned that this zone always behaves elastically, and the core zone assumes the high inelastic dissipation. It is important to mention that the steel04 model has been initially proposed to tube BRB infll (with concrete), and here we are working with an all-steel BRB. Even so, this model proves to be adequate due to the great confguration that it enables. It is a good model and very confgurable. Each defned zone of the BRB has been divided into fnite element method (FEM) segments. Te number of considered nodes is larger in the core part than in the lateral zones. Te variable sections in the lightened parts and the stabilizing bridges were also taken into account. Tis FEM modeling allows to adequately control the material behavior of every part. In zones 1 and 2, uniaxial materials named steel 01 and 16 nodes were used; in zone 3, that is the dissipative zone, uniaxial materials named steel 04 and 44 nodes were used ( Figure 3   tool to fnd the coefcients that characterize the searched numerical model has recently been published [23]. Te investigated BRB has been submitted to numerical uniaxial test cycles of reversible loads controlled for displacements.
In Figure 4, the applied load pattern test AISC341-16 [24] is applied, and the found model with the cycles to each level of test is shown. Te adjustment is very good in each behavioral window. Also, a modeling with progressive displacement

Materials.
Te S235 steel was assumed in this calculation, and mechanical parameters were estimated through: (i) the nominal or minimum values from EN 10025 and EC3, (ii) the actual values obtained by regression analysis in this work, and (iii) the maximum possible values as they are defned in EC8-1 (point 6.2 materials) [3]. Te parameters to consider in the model are F y , F uT , F uC , E, and ratio_E. On the other hand, P ycore (yield force) and y F uC , are deduced. All three sets are listed in Table 3. In EC8-1, it is recommended the actual F y to use as F yA � 1.1 Y ov F y , where F y is the nominal yield strength specifed for the steel grade, F yA is the actual value, and g ov is the overstrength factor used in design. For S235, F ymax is equal to 323.12 MPa (with recommended value g ov � 1.25).

Applied Actual Seismic Records and Calculation Process.
In order to analyze the infuence of the diferent adopted material parameters in the behavior of BRB, a dynamic study with actual records is carried out. To that end, several records will be axially applied at one end of the complete BRB. Considering the inherent randomness of the used records (of diferent conditions), it will be statistically possible to assess the behavior of the BRB and to obtain some conclusions. Te BRB is the same defned and characterized in the previous point. Te city of Granada (Granada, Spain), a global low-tomoderate seismicity zone, is chosen, with acceleration a b � 0.23 g, importance factor r � 1, and soil between type II and type III (medium-soft soil) C � 1.50. Te elastic response spectrum (5%) to level PBEE-LS (Life Safety) (FEMA) or NCSE-02 standard [25] is found. Tis level is defned as 10/ 50/475 that respectively are the percentage of exceedance/ years/return period.
From the PEER seismic database [26], 5 records are sought, conveniently scaled (maximum allowed scale factor SF = 1.5), and downloaded (Table 4). Te fnal individual scaled spectra, mean spectrum, and design spectrum are indicated in Figure 6. Ten, each record is applied, and results are extracted. Figures 7-11 illustrate displacements and hysteretic cycles for each record, and Table 5 summarized mean values for all three investigated materials.
For each parameter analyzed, mean values of results from 5 records are estimated and compared according to the material type (nominal values). In Table 5 the variation in % relative to the smallest or reference value (nom) is given. It was observed that signifcant diferences are found. It was observed that signifcant diferences are found and some unrealistic values was also estimated.

. Analysis of Results
As an additional check, in all cases P y is found. Obviously P y always depends on the F y used, and it is seen that the model   Te P max (tension or compression) follows a similar law. Values are given for the assumed method and the displacements (loads) applied to the BRB. Te greater the F u , the greater the P max . Te found variability is excessive and inadmissible. A mean of the 5 records (with diferences in parentheses) is P maxNom � 158.37(5.37) KN (reference), P maxRegre � 168.28(3.95) KN (+6.25%), and P maxMax � 209.58(16.94) KN (+32.33%). Although these results seem foreseeable, taking into account that a diference of over 30% in max/nom and 24.54% in max/regre, it may occur that the same structure behaves in a totally diferent way.
Te P max /P y relation for these examples varies approximately 1.60-1.75. All are higher than the generally proposed 1.40 value. Also, ratios are greater than the initial stress ratios of materials (EC3 proposes to use 1.10). A mean of the 5 records (with diferences in parentheses) is P max /P yNom � 1.72(0.05) (reference), P max /P yRegre � 1.69(0.04) (−1.75%), and P max /P y Max � 1.66(0.12) (−3.49%). Like stress, the relation decreases as an increase of force (or stress) are considered. Tis is according to the regression curves F u /F y previously found. For hysteretic energy dissipated (E diss ), with mean of the 5 records for nom, regre, and max cases are  Again, the variation between the means is shown. Te generated variability max/nom (and max/regre = 14.70%) is excessive for a theoretic calculation with a reasonable    dissipate before Case 2 and Case 3. In fact, there could be a great inelastic dissipation for nom case, regre case could have low dissipation, and max case could show elastic behavior and act only as stifener. Te dissipation under an extreme condition is inelastic. Tis parameter is a good indicator of the expected behavior of BRB, but it is always necessary to consider the trigger time when the inelastic dissipation really starts. Other studies should be carried out, but dissipated energy variability may be very large.
In relation to e max (%) with mean value of 1.93 (0.46), fewer conclusions can be drawn since the values of d max and e max depend on the corresponding applied displacement to each record. Nevertheless, considering e max is a value to complete BRB (i.e., including core and elastic zones), to PBEE-LS, IDR (interstory drift ratio) will be between 1-2%, according to the control of accepted damage. Tis implies that for a typical diagonal pinned BRB, e max could be between 0.8-1.50%. Ten, a value of 2-3% for the core could be considered [27]. Logically, this parameter is strongly afected by the BRB length, core length, and angle of diagonal in addition to the material. If the material is strongly stressed (with low ductility), it may not reach the required e max by a real case.

Conclusions
Curves of regression were ftted to fnd the basic mechanical steel parameters to compute a theoretic numeric model of BRB. A comparison of results from applying three possible groups of diferent values (i.e., nominal, values given by the regression line and maxima) is carried out and it showed a high dispersion rate. Tis demonstrates the great importance of correctly assessing the characteristic parameters of materials, especially when in a predesign stage. Te regression equations found show great usefulness. Te equations found allow obtaining more realistic values of steel parameters, and thus being able to do a more realistic preliminary theoretical calculation of the BRB application. From its initial design (or theoretic stage), where all the structural behavior will be infuenced by the BRB characterization, more accurate structures can be obtained. Ten, specifc tests must be available both for the dynamic characterization of steel, and for the complete behavior of the BRB. However, starting from a more reliable frst step, this second step (in recalculation) can be easier and more successful.

Data Availability
Te datasets generated during and/or analyzed during the current study are available from the corresponding author on reasonable request.

Conflicts of Interest
Te authors declare that they have no conficts of interest.