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The use of different metaphors in text by language speakers reflects their attitude and perception. Ideologies create metaphors to realize their beliefs and teachings. In this way, the role of metaphor in society and in life is undeniable. As a reflection of the thoughts of the speakers of a language, the proverb is part of the local and popular literature that can be considered as one of the best ways to express the common thoughts among them. The name of the animals is one of the widely used words in Persian proverbs and in the poetry of the past and in contemporary poets to represent the material and spiritual instances. By adopting a descriptive –analytical research methodology, this research aims at investigating conceptual metaphors of animals in literary texts based on cognitive linguistics theoretical framework. The data gathered is based on “the great dictionary of Persian proverbs “by Hassan Zolfaghari. The results of the total proverbial corpus of this dictionary concerning the use of animals showed that 184 mappings were observed, among which the conceptual metaphor of "weakness” with 26 proverbs and 15 mappings was the most frequent, followed by the conceptual metaphor, respectively. "Hostility” with 21 proverbs and 8 mappings, "strenghtness" metaphor with 15 proverbs and 6 mappings and finally the metaphor of "ignorance and disbelief" with 12 proverbs and 5 mappings have been frequently used.

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Nuh Manzar is one of the lesser-known educational narratives and the only parody of Nizami’s Haft Peykar in Persian literature that was kept unedited and unpublished till recently. The present article attempts to criticize the fictional motives of Nuh Manzar and propose a rather comprehensive description of its characteristics.  This research is basically in two parts. In the first section, the origin, time and place of the compilation, the narrator, reasons for its title, the subject and theme, the style, the expression, and the literary genre are identified. In the second part, for the qualitative analysis of the subject, the main motives of Nuh Manzar are criticized in three parts: influence of Shahnameh, Ayyari, and lyric motives

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bstract The average behavior of composite material like masonry can be described in terms of the relation average stresses and strains (macro model) if the material is assumed to be homogeneous. The average stress-strain relationship can be determined generally using two approaches. A possible approach is experimental investigation from the available experimental data. Another approach, adopted in this resedrch, is to develop a linear homogenization technique, which describes the behavior of the masonry from the geometry and the behavior of the representative basic cell. In this research, the elastic properties of a basic cell in masonry with a periodic arrangement of blocks were obtained based on a local stress field approach (micro-modeling of the mortar and blocks).Two different methods were used for computing the equivalent orthotropic elastic properties of the basic cell as a continuum, the approximate energy method (a closed form solution) and the finite element based method. The finite element method was used to approximately find the orthotropic yield curves of the homogenous element. The similarity of the general behavior of these gied curves with regard to the experimental facts was considerable.

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The objective of this research is to develop nonlinear constitutive models for performance evaluation of masonry members on the basis of continuum model and fixed smeared crack approach. The finite element program called "WCOMD", which has basically been developed for modeling and analyzing the reinforced concrete, is used as the basis for modeling and analyzing in this paper. Constitutive laws and yield criteria according to the available experimental results on masonry panels are improved, so that it would have the capability of modeling nonlinear anisotropic behavior of masonry. The post-cracking behavior of masonry in direction normal to the crack (tension softening) is calculated according to crack band theory and in terms of fracture energy and element size in finite element. Also, the effect of cracking on compression behavior of masonry is considered on the basis of compression field theory. The validity of behavior models and analysis methods is measured via analyzing available experimental results in field of masonry panels and masonry walls.

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Confined masonry consists of load-bearing walls with some slender cast-in-place tie columns connected with tie beams. These confining elements are usually made of reinforced concrete and especially located around the critical points such as openings and corners. Although the response of confined masonry walls has been extensively studied in experimental tests worldwide, the analytical models capable of capturing deformation and strength characteristics of these walls and also technical guidelines which can help engineers to numerically evaluate the seismic resistance of confined masonry structures are rate. In this study, the micro-modeling strategy is adopted for the numerical simulation of unreinforced masonry walls confined by reinforced concrete tie columns and beams. A modified version of general path dependent contact density model is used to simulate the complicated response of brick-mortar interaction in the mixed mode of shear and axial deformations. A nonlinear finite element analysis program called “WCOMD_SJ” is used for this purpose. This program has been developed at University of Tokyo and is an analytical tool for two-dimensional static and dynamic nonlinear analysis of reinforced concrete structures based on fixed smeared crack approach. This program has been modified by the second author for nonlinear macro and micro analysis of masonry structures. In order to validate the analytical approach, experimental test results and gathered data from literature are used. The comparison between experimental and analytical results shows good agreement between analytical and experimental findings. Then through a parametric study, the effect of opening and also the interactional effect of adjacent walls on the lateral response and strength of confined masonry walls are numerically investigated. Finally a simple but rational method for modeling the nonlinear behavior of confined masonry walls is proposed. The comparison between this model and numerical results confirms the reliability of the proposed model. Since available experimental results are rare, an analytical study is also performed for investigating the accuracy of the proposed relations.

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  Abstract: In seismic design of structures, estimating maximum inelastic lateral displacement of the structure occurring in the sever earthquake is of grate importance. Although by conducting nonlinear time history analysis good estimates of inelastic displacements can be obtained, but this method is relatively expensive and needs high expert in this field and its use is impractical in most of the design offices. So in most seismic design provisions, maximum inelastic displacement of the structure is estimated by amplifying the lateral displacement computed from an elastic analysis with a displacement amplification factor (C_d). Reviewing several seismic design provisions indicates that in most of them C_d is only dependent on the earthquake force resisting system. In this paper in addition to the earthquake force resisting system, the effect of some important parameters such as number of stories of the structure, story number, characteristic of the earthquake ground motion and number of bays on C_d is investigated. For this research 32 reinforced concrete moment resisting frames with high and moderate ductility which have 3 or 5 bays and 2, 3, 4, 5, 6, 8, 10 and 12 stories are considered. For determination of real displacements occurring in major earthquake (inelastic displacements), nonlinear time history analysis using IDARC program is performed. In nonlinear analyses, 7 earthquake ground motions consistent with soil type II of Standard no. 2800 are used. These records are scaled according to Standard no. 2800 directions. For linear analyses, equivalent static procedure is employed using ETABS program. The inelastic displacements which are computed by averaging the results of 7 ground motions, are then divided by elastic displacements and so C_d for each story of 32 frames is determined. In this research, like most researches and provisions, C_d is considered as a function of R (structural behavior factor) and for simplicity C_d/R is shown by DF and the following results are presented for DF. The first important result is that DF in high ductility frames are more than corresponding ones in moderate ductility frames especially in low frames and lower stories of tall frames. Furthermore in more than 97% cases, this factor decreases by increasing story number showing that inelastic deformations and damages are mostly concentrated in lower stories. Also it was observed that in low frames and lower stories of tall frames, the response of structure is more sensitive to the characteristic of the earthquake ground motion. Another conclusion is that in all frames, DF is almost independent of the number of bays. Then by recognizing the most affecting parameters and conducting nonlinear regression, an equation for computing displacement amplification factor in special and intermediate reinforced concrete moment frames is suggested. In the proposed equation, DF has been recognized as a function of lateral load resisting system, story number and height of frame (natural period of frame). Finally, results are compared with Standard no. 2800 formula (DF=0.7) for estimating inelastic displacements. It is concluded that inelastic lateral displacement of frames obtained from nonlinear time history analysis are largely different from those calculated by Standard no. 2800 formula especially at upper stories. This difference is originated from the fact that considering a unique DF (0.7) for all stories results in a deformed shape in nonlinear domain similar to that in linear domain which is true only if damages and inelastic deformations occur monotonous in height of structure; but this assumption is not consistent with real response of structures during the sever earthquake.

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Abstract: Evaluation and analysis of RC structures performance without using proper constitutive models doesn't have acceptable accuracy due to the complicated nature of shear transfer mechanism across cracks. Cracks and interfaces have been recognized as important planes in global behavior of RC structures. In fact, response of structures, failure modes and even the capacity of RC elements can be affected by stress transfer mechanism across cracks. On the other hand, understanding and expressing the different kinds of stress transfer mechanisms in finite element-based analyses is important. Aggregate interlock and dowel action are the two main shear transfer mechanisms across RC cracks and stress-induced interfaces. Cyclic nature of earthquake excitation increases cracks opening and causes major reduction in the contribution of aggregate interlock mechanism. This makes dowel action as the main mechanism resisting against applied deformation hence it is important to assess the behavior of crossing bars under cyclic loading. During the past years, extensive experimental and analytical investigations have been carried out. Many researchers have predicted the load-carrying capacity of a dowel within a limit-analysis method considering the simultaneous formation of plastic hinge in the embedded bar and a localized crushed zone in subgrade concrete. Some results showed that a localized plastic hinge is just a rough approximation. Therefore, beam on elastic foundation analogy (BEF) has been known as the most common approach to simulate dowel action mechanism. In spite of its shortcomings, the BEF analogy has been recognized as a suitable approach to simulate concrete and reinforcement interaction across cracks and different types of connections in RC structures. In this paper, dowel action mechanism has been examined analytically and experimentally and in order to simulate the shear transfer by dowel bar under different loading conditions, the beam on elastic foundation analogy has been generalized by proposing the elasto-plastic relation for foundation springs. The subgrade stiffness is the most relevant parameter to capture the global behavior of embedded dowel bars hence by adopting the proper formulation, the final loading stage as well as the initial stage can be described. Local crushing and high inelasticity of surrounding concrete near the interface is simulated by   gradual changes in the spring stiffness due to increasing bar shear displacements.  On the other hand, the BEF is developed to beam on inelastic foundation (BIF) by proposing an appropriate relation for spring stiffness. The suggested equation can specify the stiffness changes in consistent and simple manner during loading path. In order to have a better insight into cyclic response of crossing bars and to determine the relative parameters, some beam-type specimens under pure cyclic and repeating shear loading have been tested. Dowel action mechanism has a considerable nonlinear response under reversed cyclic loading path. The source of nonlinearity should be sought in the plasticity of dowel bars and fracturing of the surrounding concrete. The amount of applied shear displacements as well as the direction of loading and also the number of loading cycles can lead to nonlinear response. To extend the formula to unloading and reloading cases, spring deformation is divided into two components, the elastic and the residual plastic deformations. Some efforts have been devoted to assume direct proportionality between the maximum and the plastic deformation and kept constant regardless of loading history. Experimental results show thatthe maximum deformation changes due to increasing deformation of bar and cannot be assumed a constant value for it. It seems that determining the plastic bar displacement can improve the stiffness of unloading and reloading diagrams. So, the results of the experimental program and the available experimental results has been categorized for cyclic and repeating loading in order to obtain a reasonable relation between the maximum and the plastic deformation. The plastic displacement of dowel bar in each loading step is suggested by statistical analysis of collected experimental data. The effect of cyclic loading is thought to be a degradation of surrounding concrete represe-nted by inelastic springs. Therefore, improving the spring stiffness-deformation relation can capture the global behavior properly. Stiffness-deformation relation for cyclic loading has been suggested based on the available experimental results. A systematic experimental verification has been carried out to examine the reliability of the proposed model. The closed form equations lead to the considerable reduction in computational efforts. The results confirmed the accuracy of the new approach.    

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Based on experimental evidence and empirical models the proposed supplement to ASCE 41- 06 is developed for the purpose of updating provisions related to existing reinforced concrete structural buildings. Several experimental research programs have demonstrated that many older-type columns are capable of sustaining limited plastic deformation due to flexural yielding prior to shear failure. This proposed supplement concentrates on this failure mode and includes the categorization of columns based on failure mode, the selection of target probabilities of failure for each failure mode and revisions to modeling parameters and acceptance criteria for reinforced concrete columns. In this research, the effect of new provisions on seismic evaluation of reinforced concrete moment resisting frame is investigated. In this regard three medium ductile MRCRF structures with 4, 8 and 12 stories and two direction median moment resisting frame systems are considered. These structures initially have been analyzed and designed according to ‘Iranian Standard 2800, for seismic design of buildings’ and ‘Iranian concrete code of practice’. Then nonlinear static analysis and nonlinear time history analysis methods have been utilized to evaluate the seismic performance of these structures. In nonlinear static analysis there are several methods for determining target displacement among them some reliable methods are displacement coefficient method (FEMA-356), Capacity spectrum method (ATC-40), and equivalent linearization method and modifies coefficient method (FEMA-440). The target displacements with these methods are compared with maximum displacement in nonlinear time history analysis. It is observed that capacity spectrum method given by ATC-40 reports target displacement values higher than time history analysis. Furthermore, results obtained from the equivalent method and the modified coefficient methods suggested by FEMA-440 are closer to time history analysis values. The performance levels of these structures have been evaluated based upon target displacement of nonlinear static analysis that obtained from FEMA-440 methods and maximum displacement in nonlinear time history analysis. The effect of the variation of reinforced concrete columns modeling parameters and acceptance criteria on performance levels of reinforced concrete structure is investigated. For this purpose in nonlinear seismic design, the modeling parameters and acceptance criteria have been considered with those from FEMA-356 for columns “controlled by flexure” and then with those from proposed supplement to ASCE 41-06 for flexure failure (flexural yielding without shear failure) and flexure-shear failure (shear failure following flexural yielding). The obtained results indicate that these structures are to some extant conservative in their seismic performance due to the modifications of ASCE41-06.

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Common smeared crack approach, which is mainly defined on the basis of average stress field concept, represents average constitutive models for both concrete and steel bars, in the post-cracking phase. These models are highly dependent on the cracking state and the local mechanisms, so the smeared crack approach is not accurate enough in the analysis of the problems including highly localized mechanisms. These mechanisms appear in anisotropically-reinforced or under-reinforced members, members with large crack spacing or the ones include discrete cracking. The "local stress field concept" is proposed herein to introduce the effect of the local characteristics into the average models. To represent a combine local-average stress field concept, the state of local strain and stress in the RC domain must be determined. Based on several parametric studies and validation procedures, a proposed closed form slip-strain relation is introduced to find out the local strain state along the steel rebar embedded in RC domain. This relation includes the effect of rebar diameter, average tensile stress in steel, initial characteristics of concrete and steel and the cover effect. Adopting the local stress-strain model for the steel rebar, along with the known local strains, the local stress distribution is also determined. Afterward, two main stress states are introduced for the definition of the combined local-average stress algorithm, one in the center of the between-crack length and the other, on the crack surface. Introducing the participated local stresses locating on the crack surface in equilibrium with the related local stresses in the centerline of the crack spacing, the cracking growth is detected. The procedure of the cracking is stopped where the concrete’s maximum stress at the centerline is less than the cracking stress and the crack spacing is fixed afterward. Representing another stress equilibrium condition between the local stresses at the crack surface and the average stress of both steel bar and concrete in the centerline, the average tension softening/stiffening parameter of concrete (C) is updated by use of the relation adopted for the average constitutive model of concrete. By use of the yield slip value, corresponding to the crack spacing and average tensile strain, the average yield stress of the steel, as its main average characteristic, is determined by the application of the proposed slip-strain relation. Considering the effects of the local mechanisms by updating average characteristics of concrete and steel, the combined local-average stress field concept is interpreted in the finite element programming procedure. To express the importance of introducing the local effects into the average behavior, the accuracy of the concept is assessed for the analysis of several experimental specimens including RC shear panels and walls. The concept is also evaluated for some specific cases where the localized mechanisms directly affect the total response.

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Hybrid simulation which combines experimental and numerical modeling is a powerful and relatively new test method for evaluating the seismic performance of structural systems. In this method only critical components of structure are tested experimentally while the rest of the structure is numerically modeled in the computer. In this method the response of the structure is achieved by numerically integrating the equation of motion of the whole system. Among numerical integration methods, operator splitting (OS) method is of great interest for hybrid simulation, since not only its results are more accurate and stable in comparison with explicit methods but also its application for hybrid simulation is much more easier than implicit methods; the reason is that in OS method it is not required to conduct iteration on experimental element or estimate its tangent stiffness matrix during the simulation, the tasks which limit the application of implicit methods for hybrid simulation. But OS method suffers from the shortcoming that the use of initial stiffness matrix in its corrector step decreases the accuracy of results in nonlinear range. This paper presents a modified form of OS method which is termed modified operator splitting (MOS) integration method in which by proposing a new procedure in the predictor step, the accuracy of this step is increased. When the accuracy of the predictor step increases, the difference between predictor and corrector displacements decreases and as a result the effect of initial stiffness approximation becomes less important. This would finally result in the improved accuracy of the whole simulation, as is shown in the paper. The performance, accuracy and stability characteristics of the proposed integration method were studied through numerical simulations, where it was assumed that the restoring force of the system is achieved experimentally and no information about the experimental stiffness is available. The results showed that for the wide range of considered systems including various natural periods, various ductility ratios and various degrees of freedom, MOS results are more accurate than OS method. This shows that the employed method of the predictor step of MOS method has successfully decreased the length of the corrector step with initial stiffness assumption. All the employed error indices also verified that not only the results of MOS are in great harmony with the reference solution but also its accuracy is improved over regular OS method, especially in simulations involving severe nonlinearity. Furthermore results of multi degree of freedom systems with high frequency modes show that MOS results are quite stable as long as the accuracy of important modes of the system is maintained, which is usually the case. As in a real hybrid simulation, experimental errors also affect the accuracy and stability of integration methods, in this paper a hybrid simulation algorithm is numerically modeled and the effect of actuator time delay on the performance of MOS method is investigated. It was observed that in the presence of actuator delay, which is known to be one of the most important sources of experimental errors in hybrid simulation, MOS integration method has solved the equation of motion in an accurate and stable manner with very small level of errors in comparison with the reference solution.

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The main goal of seismic design is having safety while earthquake happens and making a structure repairable. For estimating the damages in the elements criterions are defined as damage indices.
Damage indices are functions consist of some damage variables and show the effect of those variables on the element’s damage. One of the most important damage indices is the Park-Ang damage index. It shows the damage of reinforced concrete elements as a linear combination of maximum deformations and absorbed cyclic energy. The analytical value of this damage index for the state of not having any damage will zero and for the collapse of the element should be equal one. The Park-Ang damage index has a non-negative factor shows the reduction of element’s resistance in cyclic loading and specifies the energy dissipation and the strength damage of the elements. This factor has been used for calibrating damage index and it has been found that the damage index is merged to one in the failure point. Applying this model in structural systems requires determination of an overall member’s deformation. Since inelastic behavior is limited to plastic zones adjacent to the ends of a member it is difficult to correlate, the relationship between overall member deformation, local plastic rotations and the damage index. So a modified version of this model developed by Kunnath and et al.
The most important difference between Kunnath model and Park-Ang model is representing this equation based on the moment-curvature diagram and replacing the non-dimensional factor with the strength deterioration factor in a hysteretic model. Supposing this factor as a constant will increase the diversion of the damage index in collapse prevention performance level.
In this paper, the Park-Ang damage index and its correctional relations for the various performance levels which contain immediate occupancy, life safety and the collapse prevention level has been evaluated and the values of damage index at these levels has been specified. For this purpose, three reinforced concrete frames with various numbers of stories have been designed for three levels of performances have been used for this purpose. Nonlinear dynamic analysis has been done with seven earthquake acceleration records and finally the damage analysis has been done for them. The damage index has been derived for all of these nine frames and the values of damage indices have been evaluated.
The beam damage indices are related directly to the rotation which happens in the plastic hinges. In components with immediate occupancy level, this linear characteistic is more clear but with increasing the rotation in the componenets or in the collapse prevention level, damage indices will more diverge. In this paper, it has been shown that this damage index needs to be investigated furtherer at the collapse prevention level and the second part of the damage index (strength damage) shall be determined by the element’s type and level of performance. The sensitivity of damage index is little to the column damages and the damage caused by the weak story is low and needs to be evaluated.

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Reinforced concrete shear walls are frequently used as lateral load resisting systems because of their ductile response and very good energy dissipation. When openings in RC shear walls are used due to architectural requirements, coupling beams are forming to connect two adjacent walls. The behavior of coupled shear walls is governed by coupling beams and they are the most vulnerable parts of coupled shear wall systems and were seriously damaged due to severe past earthquakes. To avoid construction difficulties and huge size of the RC coupling beams and better seismic performance an ductility, steel coupling beams in reinforced concrete shear walls have been mostly used during last years. Steel coupling beams connections to concrete shear walls are vulnerable and it is practically difficult and economically waste to repair damaged coupling beams, which would cause the building life cycle cost increasing. Therefore, it is necessary to transform traditional design approach to a design method in which some important parts would be replaceable rather than repairable. In this paper a building with special shear walls with steel coupling beams as lateral force resisting system is designed based on Iranian Standard 2800 and Iranian National Building Code. One of the 5th to 8th floor steel coupling beams section considered as fuse element and side beams and stiffeners of I-shaped beams designed based on eccentrically braced frames link beam criteria of Iranian National Building Code (part 10). Experimental specimen containing two RC shear walls that connected to each other with designed replaceable steel coupling beam in 1 to 3 scale is constructed and assembled in strong floor lab. For providing one degree of freedom movement of load wall four TBI Motion Company TRH65VE linear supports used. Cyclic displacement history of experiment calculated based on story drift and amplitudes of loading determined using Iranian Standard 2800 limit for story drift. Based on experimental results side beams remained in the border of elastic range and inelastic behavior of system concentrated in fuse element so the goal of system is satisfied. The side beam section is stronger and different with that was obtained from link beam criteria of Iranian National Building Code (part 10) because of available steel sheet size and since the side beam force is almost equal to elastic capacity of beam, the criteria for designing side beams is modified. Total system stiffness and fuse beam stiffness that obtained from experiment are fewer than analytical stiffness of system and fuse beam. Stiffness degradation of system occurs due to partially fixed performance of steel coupling beam connection to RC shear wall and micro cracks of wall in the connection zone. Different between real and analytical stiffness of system is very important and it is necessary to repeat the building design with modified stiffness and recalculate story drifts and distributed forces in structural elements. In this paper modifying method of stiffness is developed with moving fixed end point of steel coupling beam and increase of beam length. Effective fixed point of beam is defined by adding a portion of embedment length of steel beam in RC shear wall to both steel coupling beam ends.

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Hybrid simulation is a relatively new and efficient tool that uses the advantages of both numerical and experimental methods to evaluate the performance of structures under different loadings. In this paper, a hybrid simulation framework has been developed, in which OpenSees was considered as finite element software for modeling numerical part, OpenFresco as middleware for data exchange and LabVIEW as data collector and actuator movement controller. Utilizing OpenFresco in the developed framework, would be facilated conducting geographically distributed hybrid simulations. As the connection between OpenFresco and LabVIEW is hand shaking, the processing speed is very high and the delay between sending displacement and receiving force is only due to the dynamics and movement of the engine and the bandwidth of the sensor, so there is no interruption during this process and in this case, there is no need to define the predictor-corrector algorithm to keep the actuator movement continuous. To validate the accuracy and efficiency of the developed framework, an improved widened flange beam-column connection was considered in a one story one bay steel moment frame, and the mentioned frame was divided into two numerical and experimental substructures in such a way that half of the frame was modeled two-dimensionally in OpenSees and the other half was constructed in the laboratory. The horizontal acceleration of the Tabas earthquake was subjected to the frame. The accuracy of the control system which was used in the developed framework was investigated by comparing the measured and the command displacements, and the small value of HSEM indicated the proper performance of the control process. To evaluate the performance of hybrid simulation, a coupled numerical simulation (virtual hybrid simulation) was considered as a reference model. In this fully numerical simulation, ABAQUS and OpenSees were used as finite element software and OpenFresco as middleware. Results of coupled numerical simulation and hybrid simulation were compared with each other and the obtained accuracy index (ε^rms) indicated the accuracy and appropriate performance of the developed hybrid simulation framework.
 

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The use of passive control systems to enhance the safety of structures and their attachments against earthquake-induced damages has gained attention in recent years. On the other hand, new seismic systems called "self-centering systems" have been developed that create a flag-shaped capacity curve by using pre-tension forces and creating a joint in the structural elements. The most important feature of the self-centering system is minimizing damage to the main structural elements and eliminating residual deformations. When these two approaches are combined, passive control systems are employed as energy dissipation devices within the self-centering reinforced concrete shear walls. In elf-centring reinforced concrete shear walls, the concrete at the corners of the walls is susceptible to damage and crushing of concrete due to concentrated compressive forces in those areas. Consequently, passive control elements are used to eliminate this damage and to make these areas more ductile, replacing the concrete. In this paper, the use of a replaceable steel member in the corners of a shear wall is investigated using numerical analysis. The steel member is installed as a passive control system to dissipate energy in the wall's foot and heel regions. Two similar walls, one with a replaceable member and the other without, are analyzed to compare the results. The results show that the wall with a replaceable member has better capacity, ductility, and energy dissipation than the wall without a replaceable member.