حسین تاجمیر ریاحی

This study investigates the impact of tetraethyl orthosilicate (TEOS) and the partial replacement of cement with ground granulated blast-furnace slag (GGBFS) on the self-healing properties of ultra-high-performance fiber-reinforced concrete (UHPFRC), with a particular focus on the recovery of mechanical properties, including flexural and compressive strength. Microcracks, approximately 150 microns in width, were induced in UHPFRC samples at three days of age. Two mix designs were tested under different exposure conditions: one group of samples was immersed in water at ambient temperature for 90 days after microcrack formation, while the other group was exposed to TEOS on the cracked surfaces, with the remaining surfaces kept in contact with water for the same duration. The mix designs included one with 15% GGBFS replacing cement and another without GGBFS.The healed samples were evaluated using digital optical microscopy, mechanical property recovery tests (compressive and flexural strength), and microstructural analysis via scanning electron microscopy (SEM) equipped with an energy-dispersive X-ray spectroscopy (EDS) analyzer. The results demonstrated that samples containing GGBFS and exposed to TEOS exhibited superior crack closure and recovery of mechanical properties. Furthermore, EDS analysis revealed that the Ca/Si ratio in the healing products within the cracks decreased to less than 1, which likely contributed to enhanced crack sealing and improved mechanical performance.

Wavelet transform, as an advanced tool for frequency analysis of waves, has various applications in different fields of engineering. The main characteristic of the wavelet transform, compared to more traditional frequency analysis tools such as the Fourier transform, is its ability to be time-frequency. In other words, by using the wavelet transform, it is possible to obtain the occurrence time of different frequencies in stable and unstable waves. In the last two decades, the use of this tool in structural and earthquake engineering has also extensively expanded. It can be said that this tool is used in structural and earthquake engineering in three main categories of frequency analysis of earthquake waves, damage detection and de-noising. In this article, wavelet theory is first explained in a way related to structural engineering and earthquakes. Then, in the next step, the important studies conducted in each of the mentioned fields are presented separately

In recent years, self-centering concrete walls have been utilized as modern structures. The mechanism of these structures is such that the focus of energy dissipation is on the dampers, and the role of the concrete wall and tendons is to create stiffness and provide the self-centering capacity in the system resulted in the reduction of residual deformation in the system. The jointed self-centering concrete walls are a type of self-centering wall system where dampers are placed between two concrete wall panels. The most important point that should be considered in these structures is the optimal use of dampers in them. In the present research, a new system has been introduced, which is a combination of self-centering concrete walls with gravity columns. In such a way that the friction dampers were placed in the middle and side positions of the concrete wall. This research aimed to investigate the optimal numerical value for the "slip load of friction dampers" in the middle and side positions of the Self-centering concrete wall based on the "amount of prestressing force" in the friction screws of the dampers. In the current study, the resistance of damper materials, their shape and dimensional size are not considered as variable parameters and they are considered without influence in determining the optimal damping. In total, the optimal sliding load based on the prestressing force in the friction bolts has been simultaneously determined by two-way sensitivity analysis by OpenSEES software. Based on the results, applying the method of determining the percentage of the minimum response coefficient (R) based on parallel (two-way) sensitivity analysis can be recognized as a very efficient method for determining the most optimal friction damper in Self-centering jointed concrete wall systems. Furthermore, the prestressed and optimal force for the dampers indicated that the dampers located between the two walls (set of middle dampers) exhibit a specific optimal value and other dampers (set of side dampers) also present a different optimal value.

Water tanks as vital structures play an important role in drinking water supply and safety after an earthquake. Therefore, studying and understanding the behavior of these structures against earthquake load in order to accurately design these structures is important to engineers. The use of numerical modeling to solve such problems has many applications. Despite the high accuracy of methods such as the finite element method, these methods impose a high computational cost on users. In fact, one of the main challenges in solving problems related to the vibration behavior of water tanks against earthquakes is the high cost of its calculations. In this paper, a method called the method of fundamental solutions with pressure formulation is used to analyze this category of problems. The method used in this paper has a much lower computational cost than the finite element method. Another feature of this method is the possibility of using a large time step in calculations. For this purpose, discrete wavelet transform, which has been proposed in recent years as a suitable method for the down-sampling of discrete waves, is used. This means that in this method, in tanks with real dimensions, sometimes the solution time step can be considered with acceptable accuracy up to 0.16 seconds. For this purpose, first, the proposed method for laboratory results is validated and then the structure of a tank with real dimensions under the load of 10 earthquake records is analyzed. In this regard, each earthquake wave is filtered up to five stages. At each stage of the filter, two waves of approximation and detail are obtained. The number of points of each wave of approximation and detail is half the wave of the previous stage. Due to the fact that previous studies have shown that the frequency content of the main wave is closer to the approximate wave, so at each stage of the filter, the wave of details is omitted. In this way, the number of records in each stage of the filter is half of the previous stage. This means that in the first to fifth stages, the number of discrete points is halved, a quarter, an eighth, a sixteenth, and a thirty-second, respectively. Based on the results obtained from the analysis of the tank with real dimensions, it is determined that the error of base shear of the tank (as an important parameter in the design) can be ignored in all approximate waves. This error was less than 7% for all earthquake records and all approximate waves. Also, based on the results of this article, it can be said that in order to obtain the maximum height of the fluid, care must be taken in using approximate waves with more than two levels of the wavelet filter. Because the error created for this parameter increases dramatically with the increase in the number of wavelet filters. However, this increasing trend in earthquake records is very different. Of course, the approximate wave with one filter stage introduces a negligible error in almost all earthquake records. Also, approximate waves are successful in predicting the change in fluid height. Therefore, it can be concluded that if parameter of the base shear is required for analysis, the wavelet method can work well with an error of less than 5% by reducing the calculations by 32 times. On the other hand, based on the results obtained from this article, it seems that the wavelet method has limitations in obtaining the fluid height, especially at high levels of decomposition (A2 to A5). Finally, to summarize, it can be said that if the base shear is the desired parameter from the analysis, the results presented in this paper show that the use of this method can reduce the cost of calculations with appropriate accuracy in some earthquake records by more than 90%.

Peridynamic theory with a new formulation in the equations of motion, replaces the partial differential equations with integral equations. Due to this capability, it is possible to model crack initiation in any direction without the need to consider crack-growth criteria. One of the main problems in peridynamic theory is its high computational efforts due to its dynamic nature. If the critical time step of the numerical integration is greater than the loading time step, it will increase the cost of calculations. In this paper, using wavelet transform, peridynamic problems under irregular and random impact loads are analyzed. The aim of this study is to increase the computational speed for these problems. The method presented in this paper is investigated on two material models, namely Prototype brittle material and micro-plastic material. In this regard, structures with linear and nonlinear behavior have been analyzed considering the effects of discontinuities (such as cracks) and without considering the effects of discontinuities. The selected structures include two beams. Each beam is subjected to two types of irregular impact loading. The beams are analyzed once with the main impact (wave) function and once with the approximate impact (waves) functions obtained using wavelet transform. Based on the results of linear and nonlinear analyses of this study, it can be judged that the presented method reduces the computational cost by 87% in perdynamic models with linear behavior. It also bring a 94% reduction in computational costs in predynamic models with nonlinear behavior.

In this study, the effects of sodium hydroxide solution concentration and sodium hydroxide to sodium silicate weight ratio on compressive strength, tensile strength, and elastic modulus of slag-based geopolymer concrete are investigated. The results of the experiments show that by reducing the ratio of sodium hydroxide to sodium silicate and increasing the concentration of sodium hydroxide, the compressive strength and tensile strength of concrete increase. In addition, by increasing the concentration of sodium hydroxide and reducing the ratio of sodium hydroxide to sodium silicate, the modulus of elasticity decreases, and no clear relationship is observed between compressive strength and modulus of elasticity of geopolymer concrete. Therefore, a mix design with a ratio of sodium hydroxide to sodium silicate equal to 0.4 and a concentration of 6 molarity sodium hydroxide with the highest compressive strength was selected to be used for the second step of the research. The performance of beam-column joints in past earthquakes shows their importance on the performance of concrete moment-resisting frames. Therefore, in the second step of this research, an experimental study is done for two beam-column joints with geopolymer concrete and ordinary concrete. In order to investigate the cyclic behavior of the joint, the experiment is performed according to the loading protocol of ACI 374.1-05. The results of the experiment show that the geopolymer concrete beam-column joint has the acceptance criteria of ACI 374.1-05 regulations, and also, its seismic performance assures that plastic hinge is generated in the beam properly.

The legislator, in pursuit of decentralization from the oil revenues system and the trend towards a tax-based system, has adopted the Direct Taxes Act on 1394/04/31 and, in Article 274 of the Act, without providing a definition of tax crimes and only after the expression Some examples of this economic crime have anticipated a sixth-grade punishment for committing such crimes. In this research, which was conducted through a library and descriptive-analytic study, by studying the specific elements of tax crimes and sanctions of them in the Act, it became clear that Iranchr('39')s criminal policy against tax crimes was based on cases such as maximum criminalization, The lack of graded and effective of sanctions in relation to natural and legal persons, the lack of attempt and the inclusion of time lapse in some of these crimes, and more than being based on participation and preventive programs specialized, aimed at dealing with Tax Evasion, based on a more diverse criminal policy of a more repressive nature than our former tax rules

One of the most up-to-date seismic control devices are friction tuned mass damper (FTMD). This type of damper is a combination of a tuned mass damper (TMD) and a nonlinear frictional damper. In this paper, the governing equations for a single-degree-of-freedom (SDOF) structure equipped with a FTMD and effective parameters on these systems performance are expressed first. Then, SDOF structures with linear behavior equipped with a FTMD are modeled and validated in OpenSEES software. Finally, the sensitivity analysis of these models to their effective parameters is performed. The structures mass is assumed to be 10 tons, their period is 0.5 second and their damping ratio is assumed to be 2%. Nonlinear time history analyses are done for these structures using 40 strong ground motions from the SAC project. These ground motions consist of 20 records (La01-La20) at design basis earthquake (DBE) level and 20 records (La21-La40) at maximum considered earthquake (MCE) level for the Los Angeles area. Effective parameters on the performance of FTMD assumed in this study are the friction coefficient of the damper, the mass ratio of the damper to the structure and the frequency ratio of the damper to the structure. Average of the structures' maximum displacement is determined for two ground motion records sets and effects of the mentioned parameters on the structural performance are discussed. Results show that the responses are more sensitive to frequency ratio rather than friction coefficient and mass ratio. The best value for the friction coefficient varies between 0.1 and 0.3 at DBE level, and varies between 0.2 and 0.4 for MCE level. Based on the results obtained for SDOF structures, application of FTMD on multi-degree-of-freedom (MDOF) is discussed in the next step. This is done for short period structures because this type of damper is more effective on these structures. Three MDOF structures with linear behavior and period of 0.3, 0.5 and 1 second are selected and the seismic performance of these structures equipped with FTMD is investigated and compared with the same structures equipped with tuned mass damper (TMD). The mass of stories is uniformly distributed among structure and the mass of each story is 10 ton. In addition, the damping ratio for the main structure in all models is assumed to be 2% and the stiffness of the stories is decreased linearly with the triangular pattern. Same ground motion records are used for the nonlinear time history analysis of MDOF structures and the results for the mean maximum relative displacement of the stories under DBE and MCE levels are compared for structures with FTMD and TMD. Results show that the structures equipped with FTMD have better performance than the structures equipped with TMD, but with increasing structures period, performance of two systems approach each other. In addition, 3 and 5 story structures equipped with FTMD have better performance at DBE level while a 10-story structure equipped with this damper has better performance at DBE level.

In this research, numerical analysis of the hybrid lead rubber bearing system with shape memory alloy was investigated by Abaqus software and the effectiveness of various parameters on its performance was examined. The parameters studied are the bearing dimensions, the type of shape memory alloy and its cross-sectional area, the lead core diameter, the thickness of the rubber layer and the compressive stress. In this hybrid bearing, memorable form shape memory alloy are used as a recovery unit and lead core is used as a unit of energy dissipation. For this purpose, a finite element model of the bearing is modeled using the Abaqus software and the effect of the various parameters mentioned on the bearing performance has been investigated. The results show that the structures equipped with this bearing have better seismic performance than lead rubber bearing. Finally, depending on what kind of performance is required from the bearing, the parameters can be obtained optimally. As a result, in order to achieve a combination of behavior, both the suitable absorption capacity of lead and the recentring property of the shape memory alloy, it is necessary to balance the stiffness between the lead core and the shape memory alloy wire.

In the design of seismically base-isolated structures, it is expected that the isolator will experience nonlinear behavior while the superstructure still behaves linearly. Therefore for modeling these systems, a linear behavior is assumed for superstructure and different nonlinear models are used for isolator. But there are special conditions such as strong ground motions in which superstructure behave nonlinearly. In this study, the nonlinear behavior of seismically base-isolated structures is more accurately investigated. This is done using nonlinear time history analysis of structures using ground motions. Two sets of ground motions are selected which represent earthquakes with 475 and 2475 years return period. OpenSees software is used for modeling these structures. The effective parameters on the response of seismically base isolated structure which are investigated are: response modification factor of the superstructure, stiffness of the isolator, damping ratio of the isolator, stiffness of the superstructure and damping ratio of the superstructure. Studies of this paper are divided into two parts. In the first part, two-degree freedom model with viscoelastic isolator has been used to investigate the effect of superstructure nonlinearity. Also a sensitivity analysis is done to find important parameters which have more effects on the systems response. Results of this part show that, nonlinear behavior of superstructure increases system ductility demand drastically. It is concluded that the period of isolator and superstructure have the most effect on the ductility demand. In the second part, the effect of different parameters and higher mode effects on the response of seismically base-isolated structures is investigated using muti-degree of freedom models sited on isolator with bilinear behavior. Results obtained in this part also confirm the increase in the response of the system when the superstructure has low strength. Likewise in this condition, the isolator deformation decreases. Distribution of ductility demand in the height of structure is also non-uniform in this condition and lower stories are more vulnerable. Isolators with a lower fundamental period and also isolators with a lower yield force lead to the least amount of isolator deformation and ductility demand of superstructure. By increasing damping in the isolator, ductility demand of superstructure will increase. A stiffer superstructure with nonlinear behavior has a much more ductility demand rather than similar structure which is more flexible. But when the superstructure behaves linearly, the fundamental period of superstructure and isolator deformation increase or decrease together. Finally, due to the intensive increase in the ductility demand of the superstructure when it behaves nonlinearly, a solution is proposed with the aim of simultaneous optimization of the superstructure and isolator systems. This strategy uses a combination of uniform ductility theory and a modified artificial bee colony algorithm. By applying this method and using ductilities of superstructure and isolator simultaneously, it is possible to obtain the desirable ductility in the isolator, in addition to achieve a more economical choice for the superstructure. If there is no constraint around the structure for movement, by increasing the target ductility of the superstructure, the weight of the superstructure can be reduced by reducing its yield force.

The use of cold-formed steel (CFS) members as the main framing elements in a structure is becoming more accepted in the housing industry, especially in low rise residential buildings, due to its unique advantages such as being cost-effective, light-weight and very easy to work with. One of commercially utilized types of lateral resistant systems for CFS structures is the K-braced system. Despite the research performed on this kind of bracing system, still there are many parameters that their influences on the lateral performances of the walls under static and dynamic loading have not been studied. Hence, more research work is required in order to clarify the many different aspects of the seismic performance of K-braced CFS shear walls, including rational estimation of the response modification factor, R, as well as the achievable ductility and strength.

In this study, evaluation on lateral resistance and seismic response modification factor-R of strap-braced cold-formed steel shear walls is presented. Also, the results are compared with the prescibed values by the codes and standards. The structural parameters that are taken into account include: cross section of bracing straps, aspect ratio of the frames and studs’ spacing. In this study, the effects of nonlinear behavior of steel, geometric imperfection of cold formed sections and residual stresses induced by cold forming process are considered. The lateral strength and displacement of the frames will be determined by ANSYS finite element software. The results of the analysis show that the increase in straps’ cross-sections area and the ratio of width to height of the frame lead to increase of the frame capacity but changing the distances between the studs have no significant impact on the capacity of the frame. Also the response modification factors (R factors) of the studied frames are calculated in the range of 5.31 and 6.39. The results show that the prescribed R factors by the codes are conservative and can be improves, slightly.

Nonlinear hysteresis behavior is an important inherited property of any structural system. The shape of structural hysteretic behavior is a result of either changing material properties beyond the elastic range or changes in structural geometry (e.g. buckling, cracks) due to the subjected loads. The hysteretic response of a structure depends not only on the immediate deformation of elements, but also on the past history of the deformations, as it represents the energy dissipated by the structure. While, in some cases, such as well-designed hot-rolled structures, the hysteretic loops are quite smooth and stable, in some other cases, like cold-formed steel structures, they exhibit pinching, stiffness degradation, load deterioration, and sliding. Increasing the displacement under strong dynamic forces such as earthquakes, the hysteresis cycles enter from the elastic phase into the plastic phase. Hence, ignoring non-linearity in hysteresis behavior and neglecting degradation effects lead to ignoring much energy loss by dissipated energy mechanisms. Consequently, the designs would be uneconomical. In contrast, improper inclusion of the nonlinear hysteretic performance, such as neglecting sliding and strength deterioration, causes non-conservative structural design. Thus, considering real plastic deformation and proper non-linear behavior are essential and important in the assessment of structural stability. In this paper, an analytical model is introduced to show the hysteresis behavior of the structures, considering degradation phenomena, including pinching, stiffness degradation, strength deterioration and sliding effects. This model is based on a modied Mostaghel model, which is developed considering a single degree of freedom (SDOF) mechanical system; and is characterized using a system of partial differential equations and some speciffc functions which are mainly derived from the Signum function. The proposed model is developed to a multi-degree of freedom (MDOF) multi-liner model and would be able to capture the key features of the hysteretic cycles of any structure using some measurable system parameters through tests. In order to demonstrate the degrading phenomena of the hysteresis behavior of the structures, several examples are presented to show that the proposed analytical model is capable of providing realistic description of the structural hysteretic performance.

Development of new methods in seismic analysis and increasing application of performance based seismic design necessitate the study of the seismic performance of structures designed based on Iranian regulations. In this study the seismic performance of steel moment-resisting frames designed based on the tenth code of the Iranian national building regulations is investigated. Frames are different in number of stories, seismic loads, span length and gravity loads. Fragility curves of the frames are depicted for different performance objectives and their seismic vulnerabilities are examined. Results indicates that satisfying life safety performance level would ensure the proper performance of frames for other performance levels and also the performance of taller frames is more critical than shorter frames.

U‌s‌i‌n‌g r‌e‌l‌i‌a‌b‌l‌e, f‌a‌s‌t a‌n‌d s‌i‌m‌p‌l‌e m‌e‌t‌h‌o‌d‌s f‌o‌r s‌e‌i‌s‌m‌i‌c a‌s‌s‌e‌s‌s‌m‌e‌n‌t i‌s a p‌r‌e‌r‌e‌q‌u‌i‌s‌i‌t‌e f‌o‌r s‌t‌u‌d‌y‌i‌n‌g t‌h‌e r‌e‌a‌l s‌e‌i‌s‌m‌i‌c ‌e‌h‌a‌v‌i‌o‌u‌r o‌f s‌t‌r‌u‌c‌t‌u‌r‌e‌s. A‌l‌s‌o i‌t i‌s n‌e‌c‌e‌s‌s‌a‌r‌y t‌o d‌e‌t‌e‌r‌m‌i‌n‌e t‌h‌e c‌r‌e‌d‌i‌b‌i‌l‌i‌t‌y o‌f n‌e‌w s‌e‌i‌s‌m‌i‌c m‌e‌t‌h‌o‌d‌s b‌e‌f‌o‌r‌e ‌t‌i‌l‌i‌z‌i‌n‌g ‌h‌e‌m ‌o‌r ‌v‌a‌l‌u‌a‌t‌i‌o‌n o‌f s‌t‌r‌u‌c‌t‌u‌r‌e‌s. T‌h‌e e‌n‌d‌u‌r‌a‌n‌c‌e t‌i‌m‌e m‌e‌t‌h‌o‌d i‌s a d‌y‌n‌a‌m‌i‌c p‌u‌s‌h‌o‌v‌e‌r a‌n‌a‌l‌y‌s‌i‌s t‌h‌a‌t e‌v‌a‌l‌u‌a‌t‌e‌s s‌t‌r‌u‌c‌t‌u‌r‌a‌l r‌e‌s‌p‌o‌n‌s‌e w‌h‌e‌n t‌h‌e s‌t‌r‌u‌c‌t‌u‌r‌e i‌s s‌u‌b‌j‌e‌c‌t‌e‌d t‌o s‌p‌e‌c‌i‌a‌l i‌n‌c‌r‌e‌m‌e‌n‌t‌a‌l e‌x‌c‌i‌t‌a‌t‌i‌o‌n, n‌a‌m‌e‌d t‌h‌e a‌c‌c‌e‌l‌e‌r‌a‌t‌i‌o‌n f‌u‌n‌c‌t‌i‌o‌n. I‌n t‌h‌i‌s r‌e‌s‌e‌a‌r‌c‌h, t‌h‌e e‌n‌d‌u‌r‌a‌n‌c‌e t‌i‌m‌e m‌e‌t‌h‌o‌d i‌s e‌v‌a‌l‌u‌a‌t‌e‌d a‌n‌d c‌o‌m‌p‌a‌r‌e‌d w‌i‌t‌h t‌i‌m‌e h‌i‌s‌t‌o‌r‌y a‌n‌a‌l‌y‌s‌i‌s i‌n t‌h‌e s‌e‌i‌s‌m‌i‌c a‌s‌s‌e‌s‌s‌m‌e‌n‌t o‌f T-r‌e‌s‌i‌s‌t‌i‌n‌g f‌r‌a‌m‌e‌s. T‌o a‌c‌h‌i‌e‌v‌e t‌h‌i‌s p‌u‌r‌p‌o‌s‌e, r‌o‌o‌f d‌i‌s‌p‌l‌a‌c‌e‌m‌e‌n‌t, i‌n‌t‌e‌r‌s‌t‌o‌r‌y d‌r‌i‌f‌t r‌a‌t‌i‌o a‌n‌d b‌a‌s‌e s‌h‌e‌a‌r a‌r‌e s‌e‌l‌e‌c‌t‌e‌d a‌s c‌o‌m‌p‌a‌r‌i‌s‌o‌n c‌r‌i‌t‌e‌r‌i‌a. I‌n t‌h‌i‌s w‌a‌y, 2D f‌r‌a‌m‌e‌s t‌h‌a‌t h‌a‌v‌e 3, 8 a‌n‌d 12 s‌t‌o‌r‌i‌e‌s h‌a‌v‌e b‌e‌e‌n d‌e‌f‌i‌n‌e‌d a‌s T-r‌e‌s‌i‌s‌t‌i‌n‌g, w‌h‌i‌c‌h h‌a‌v‌e b‌e‌e‌n s‌t‌u‌d‌i‌e‌d i‌n p‌r‌e‌v‌i‌o‌u‌s w‌o‌r‌k. O‌P‌E‌N‌S‌E‌E‌S f‌i‌n‌i‌t‌e e‌l‌e‌m‌e‌n‌t s‌o‌f‌t‌w‌a‌r‌e i‌s u‌s‌e‌d i‌n o‌r‌d‌e‌r t‌o c‌r‌e‌a‌t‌e n‌u‌m‌e‌r‌i‌c‌a‌l m‌o‌d‌e‌l‌s o‌f t‌h‌e s‌t‌r‌u‌c‌t‌u‌r‌e‌s a‌n‌d t‌o a‌n‌a‌l‌y‌z‌e t‌h‌e‌m. T‌o c‌o‌n‌s‌i‌d‌e‌r t‌h‌e e‌x‌t‌e‌n‌s‌i‌v‌e r‌a‌n‌g‌e o‌f n‌o‌n‌l‌i‌n‌e‌a‌r b‌e‌h‌a‌v‌i‌o‌u‌r, d‌i‌f‌f‌e‌r‌e‌n‌t h‌y‌s‌t‌e‌r‌e‌t‌i‌c n‌o‌n‌l‌i‌n‌e‌a‌r m‌o‌d‌e‌l‌s, s‌u‌c‌h a‌s e‌l‌a‌s‌t‌i‌c p‌e‌r‌f‌e‌c‌t‌l‌y p‌l‌a‌s‌t‌i‌c, e‌l‌a‌s‌t‌i‌c p‌l‌a‌s‌t‌i‌c w‌i‌t‌h s‌t‌r‌a‌i‌n h‌a‌r‌d‌e‌n‌i‌n‌g a‌n‌d s‌t‌i‌f‌f‌n‌e‌s‌s d‌e‌g‌r‌a‌d‌i‌n‌g a‌n‌d s‌t‌r‌e‌n‌g‌t‌h d‌e‌t‌e‌r‌i‌o‌r‌a‌t‌i‌n‌g m‌o‌d‌e‌l‌s, a‌r‌e u‌s‌e‌d. T‌h‌e a‌c‌c‌u‌r‌a‌c‌y o‌f t‌h‌e e‌n‌d‌u‌r‌a‌n‌c‌e t‌i‌m‌e m‌e‌t‌h‌o‌d i‌n d‌e‌t‌e‌r‌m‌i‌n‌i‌n‌g t‌h‌e r‌e‌s‌p‌o‌n‌s‌e‌s a‌c‌h‌i‌e‌v‌e‌d b‌y t‌h‌e n‌o‌n‌l‌i‌n‌e‌a‌r t‌i‌m‌e h‌i‌s‌t‌o‌r‌y m‌e‌t‌h‌o‌d f‌o‌r d‌i‌f‌f‌e‌r‌e‌n‌t h‌y‌s‌t‌e‌r‌e‌t‌i‌c m‌o‌d‌e‌l‌s i‌s e‌v‌a‌l‌u‌a‌t‌e‌d. E‌f‌f‌e‌c‌t‌s o‌f l‌a‌r‌g‌e d‌e‌f‌o‌r‌m‌a‌t‌i‌o‌n‌s, s‌u‌c‌h a‌s P-$\D‌e‌l‌t‌a$, i‌n t‌h‌e m‌o‌d‌e‌l‌s a‌r‌e a‌l‌s‌o c‌o‌n‌s‌i‌d‌e‌r‌e‌d. R‌e‌s‌u‌l‌t‌s s‌h‌o‌w t‌h‌a‌t t‌h‌e e‌n‌d‌u‌r‌a‌n‌c‌e t‌i‌m‌e m‌e‌t‌h‌o‌d p‌r‌e‌d‌i‌c‌t‌s t‌h‌e c‌o‌m‌p‌a‌r‌i‌s‌o‌n c‌r‌i‌t‌e‌r‌i‌a r‌e‌s‌u‌l‌t‌e‌d f‌r‌o‌m t‌i‌m‌e h‌i‌s‌t‌o‌r‌y a‌n‌a‌l‌y‌s‌i‌s q‌u‌a‌l‌i‌t‌a‌t‌i‌v‌e‌l‌y. T‌h‌e i‌n‌a‌c‌c‌u‌r‌a‌c‌y o‌f t‌h‌i‌s m‌e‌t‌h‌o‌d i‌n f‌o‌r‌e‌c‌a‌s‌t‌i‌n‌g t‌h‌e b‌a‌s‌e s‌h‌e‌a‌r i‌s l‌e‌s‌s t‌h‌a‌n 6\% a‌n‌d, f‌o‌r o‌t‌h‌e‌r c‌r‌i‌t‌e‌r‌i‌a, i‌s s‌a‌t‌i‌s‌f‌a‌c‌t‌o‌r‌y. F‌o‌r e‌x‌t‌r‌a‌c‌t‌i‌n‌g t‌h‌e e‌n‌d‌u‌r‌a‌n‌c‌e t‌i‌m‌e r‌e‌s‌u‌l‌t‌s, t‌h‌e m‌o‌v‌i‌n‌g a‌v‌e‌r‌a‌g‌e m‌e‌t‌h‌o‌d i‌s u‌s‌e‌d a‌n‌d c‌o‌m‌p‌a‌r‌e‌d w‌i‌t‌h t‌h‌e n‌o‌r‌m‌a‌l a‌v‌e‌r‌a‌g‌e. T‌h‌e s‌t‌r‌u‌c‌t‌u‌r‌a‌l r‌e‌s‌p‌o‌n‌s‌e‌s o‌b‌t‌a‌i‌n‌e‌d f‌r‌o‌m t‌h‌e m‌o‌v‌i‌n‌g a‌v‌e‌r‌a‌g‌e m‌e‌t‌h‌o‌d a‌r‌e c‌l‌o‌s‌e‌r t‌o t‌h‌e r‌e‌s‌u‌l‌t‌s o‌b‌t‌a‌i‌n‌e‌d f‌r‌o‌m t‌h‌e t‌i‌m‌e h‌i‌s‌t‌o‌r‌y a‌n‌a‌l‌y‌s‌i‌s m‌e‌t‌h‌o‌d i‌n c‌o‌m‌p‌a‌r‌i‌s‌o‌n w‌i‌t‌h t‌h‌e n‌o‌r‌m‌a‌l a‌v‌e‌r‌a‌g‌e m‌e‌t‌h‌o‌d. T‌h‌i‌s m‌e‌t‌h‌o‌d a‌l‌s‌o p‌r‌e‌d‌i‌c‌t‌s c‌o‌l‌l‌a‌p‌s‌e d‌i‌s‌t‌r‌i‌b‌u‌t‌i‌o‌n i‌n s‌t‌o‌r‌i‌e‌s w‌i‌t‌h a‌c‌c‌e‌p‌t‌a‌b‌l‌e a‌c‌c‌u‌r‌a‌c‌y.

Aboveground Steel Tanks Astvanhyy survival time of writing this method with acceleration functions with real earthquakes are analyzed and the results of its analysis of the history and functions of earthquake acceleration records consistent with regulations in 2800 compared to the range. For this purpose, a hypothetical Astvanhyy Aboveground tank on the bed completely Mharshdh finite element method and model for the fluid elements in the model results are accurate. Linear model as well under a variety of static analysis, modal, spectral and time history and the results were compared with results of other researchers. Ensure the accuracy of the finite element model, the original time history analysis in order for real earthquake records for seven and six times the acceleration of the last two triad e) consistent with the earthquake spectrum (and a long time) with the range's bylaws in 2800 (conductede and the stress and deformation in the reservoir and the maximum water levels are determined by the e-series functions.