جستجوی مقالات مرتبط با کلیدواژه « nonlinear behavior » در نشریات گروه « فنی و مهندسی »

Due to the emergence of terrorist threats in recent years, in the form of air attacks, sudden explosions of ammunition and suicide bombers around special and strategically important structures such as arched concrete dams that have a very high capacity for storing surface water, the performance and design of this The threatened structures are mandatory and their possible failure can cause a huge flood, which can cause huge financial and human losses downstream. Therefore, the purpose of this research is to identify the nature of the explosion along with investigating the vulnerability of concrete dams. arching and investigating the parameters affecting the non-linear response of the structure by comparing the location change of the dam crest and the amount of compressive and tensile damage for dam-piling and dam-piling-reservoir systems due to explosion. The results of the sensitivity analysis for the linear and non-linear behavior of concrete showed that it is necessary to model the non-linear behavior of concrete in order to investigate the behavior of arched concrete dams against dynamic loads, especially loads of an impact nature such as explosion. In the linear mode, the changes in the amount of the explosive material in the time history of the location change are not noticeable and the permanent location change of the crown is very close to each other for all the explosive loading conditions and finally returns to the final value of the static condition. Also, comparing the outputs of linear and non-linear analysis showed that the difference between the answers from the explosion of 500 kg of TNT at a distance of 8 meters to 1500 kg of TNT at a distance of 2 meters has an increasing trend, so that the difference between the response of the change of location The background values for the linear and non-linear states are 18.7% and 25.2%, respectively, which emphasized the necessity of considering the non-linear behavior of concrete, especially for explosion in the near field. By comparing the maximum displacement responses of the full tank state, it was concluded that the presence of the tank reduces the influence of the reference point position and the amount of explosive charge on the crown response, compared to the empty tank state. Also, the results showed that in the full tank state The extent of pressure vulnerability is greater for the downstream, which indicates the application of hydrodynamic pressure of reservoir water to the downstream elements of the dam, and this happened due to the shape of the arch, but in the case of an empty reservoir, due to the absence of hydrodynamic pressure, the extent of this The damage was less.

Composite members consisting of steel beam and CFT concrete column have been of great interest in the last few decades. Tubular columns are highly desirable in bending frames due to their high bending and twisting resistance and stiffness. Composite columns have considerable capabilities and efficiency due to the simultaneous benefit of the beneficial properties of steel and concrete materials. Also, the presence of concrete core in the CFT column causes the local buckling in the steel wall of these columns to be delayed. Therefore, proposing a suitable connection between the steel beam and the composite column makes it possible to take advantage of the potential benefits of these sections. Concrete in steel columns was initially used as a protective layer against impact and especially fire. This is because steel sections in extreme heat, very vulnerable and exposed to fire quickly lose their mechanical properties, as an example of the destruction of the two famous World Trade Towers 11 (WTC), September in America, which is one of the reasons The main effect of fire was to reduce and lower the mechanical properties of the steel used.

One of the effective parameters in performance-based design methods is the determination of lateral displacement demand. Due to the existence of uncertainties in the parameters of analytical models such as mechanical properties of structures and model simplifications, accurate calculation of structural responses is associated with complexities. The use of training-based prediction methods can be a good alternative to accurate analysis in assessing the seismic behavior of a building structure. In this paper, an efficient training approach for modeling and predicting the response of building structures with nonlinear behavior is studied. To perform the training process, an adaptive scheme of fuzzy inference system with the TSK model combined with Multi-Verse optimization algorithm is used to model the seismic behavior of structures. The proposed training model is implemented by optimizing the parameters of the TSK model using the optimization algorithm based on comparing the previous time steps responses. To implement the adaptive design and increase the accuracy of the prediction, three training cases based on the responses of 2, 5, and 10 previous time steps were used. To train this system, the data collected from the results of nonlinear time history analysis under 100 seismic events with different characteristics have been used. Also, 10 events were used to test the inference system. The performance of the proposed design was evaluated on a shear frame structural model with nonlinear hysteresis behavior. The results show that the inference system of the TSK model by combining the optimization method is an efficient computational method for predicting the response of nonlinear structures. The average MSE for the test group ground motions, using three training modes with 2, 5, and 10 previous time steps, 2.817e-03, 1.228e-03, and 2.953e-04, respectively. By increasing the number of time steps from 2 to 10, the prediction error decreases by 89.52%.

Intake towers form the entrance to the reservoir spillway or diversion system and thus play a key role in the seismic resistance of the whole system. safety and proper functioning of the intake towers in the event of a major earthquake is very important, since the release controlled by the reservoir can help to prevent the failure of the dam after an earthquake by reducing the water pressure. In addition, the current seismic assessment based on linear elastic constitutive model cannot adequately describe the seismic capacity of intake towers. Thus, to investigate the proper functioning of intake towers in the event a earthquake, it is necessary to introduce IDA that takes into fully assess the seismic performance of intake towers based on nonlinear dynamic analysis. In this paper by modeling the intake tower of the Briones dam, intake tower in three conditions of the intake tower, the intake tower-reservoir (outside water) and the tower-reservoir-inside water, under the influence of 12 earthquake records, each of which has a magnitude of seven in the earthquake intensity scale, has been investigated. The displacement at the top of the intake tower, damage of the intake tower body and the maximum tensile stress of the rebar in the intake tower were studied in all the three condition are considered as damage measure (DM), and the results were reported in the form of IDA curves. Then based on the results, the function and different limit-states (key points) of the intake tower structure are determined.

Concrete Filled steel Tubes (CFT) have several advantages when used as columns in buildings. These advantages include efficient structural section benefiting from combined action of concrete and steel , drastic reduction of the need for steel rebars, confinement of concrete by steel tube permitting higher compressive strains, increasing resistance of steel tube against local buckling, eliminating a separate formwork for concrete and reduction of construction time. On the other hand, connection of steel beam to round steel columns including CFT has been a major challenge.The main complexity arises from difficulty of accessing the inside of tubular columns for installing continuity plates to transfer tension or compression between opposing beam flanges. Different methods have been proposed in the past to alleviate this problem. Solutions presented so far include external collar stiffener plates connecting opposing beam flanges, extending only the web of beam through steel tube column, extending beam flanges through column, using steel rebars embedded in concrete core and attached to beam flanges and finally, complete passage of steel beam through steel tube. Cyclic behavior of beam-column connection plays a vital role in seismic response of moment frame structures. Literature survey shows that despite numerous methods proposed for steel beam-CFT column connection, not any organized attempt has been undertaken to explore the cyclic behavior of these connections. In this paper, numerical modeling has been utilized to investigate the cyclic behavior of continuous steel girder and circular CFT connection. Before achieving the main analyzes, the modeling and analysis assumptions and techniques were verified using available pushover experiments on typical connections of similar arrangement. In current study, effect of column diameter, thickness of steel tube and thickness of girder flange and girder web have been considered. Fourteen samples with different values of column to beam moment capacity ratios ranging from 0.78 to 1.95 have been analyzed. Actual dimensions of specimens were selected to be compatible with production of steel tubes and have reasonable lateral load bearing strength. Beam and column dimensions were checked to comply with AISC360 compact section limitations. Two diameters of 405 and 505 mm were specified for columns while beams had a fixed depth of 428 mm. Thickness of St37 grade steel tube ranged between 4.5 to 8.5mm. Beams were considered to be of St52 grade with flanges of 12.5 to 16.5mm thickness and webs between 7 to 11mm thick. Some specimens slightly violated seismic compact section regulations of column and girder. Meanwhile, all specimens showed stable and large load-drift cycles and could tolerate 0.04 story drift ratio as stipulated by AISC code for special moment connections. Specimens which fully complied with code reqirements could undergo 0.05 story drift ratio while still maintaining at least 80 percent of their maximum strength. Analysis results show that in specimens with same columns, increasing girder flange or web thickness is accompanied with increased energy absorption. The fraction of energy absorbed by elastic deformation increased more than the energy dissipated through hysteretic nonlinear deformations. As a result, a reduction in hysteretic damping accompanied the increase in beam flange or web thickness.

To reduce the damage and casualties caused by earthquakes, researchers made efforts to introduce seismic resistant structural systems. One of the new lateral force-resisting systems is the steel circular braced system called “Ogrid”. Previous studies shown the high energy dissipation and ductility of this system. This system has a high capacity to withstand nonlinear deformations after the formation of the first plastic hinge until collapse. In the present study, an attempt has been made to introduce a new type of this brace with different types of brace connection to beam and column and to evaluate its performance. For this purpose, the OGrid is used and different connections of the frame to the circular brace that embrace the connection of the brace to the beam and to the columns, as well as comparing the presence of friction and the absence of friction between the brace and the frame are modeled and the results are reviewed. It is found that by releasing the connection of the circular brace with I-shaped cross section to the column and creating friction between them with a coefficient of 0.5, the bearing capacity increases up to 22% compared to the restrained connection. In this case, before yielding, softening is observed in the proposed model, but after yielding compared to the model with restrained connection, better energy dissipation occurs due to deformations in the circular brace. Meanwhile, bearing capacity increases up to 8% by considering friction between the brace and increases up to 17% by considering friction between the brace and the column comparing with the released connections. On the other hand, the use of H-shaped circular brace with friction connection to the column and/or beam is not recommended due to the reduction of bearing capacity by at least 9% compared to the restrained connection.

In this paper, an analytical method for evaluating single piles under lateral loading by stiffness matrix method has been developed in which nonlinear behavior for soil stiffness and flexural stiffness of piles. In this method, the implicit limit state functions are used and the analysis is based on the reliability method. Two types of failures have been investigated in this study, which include lateral displacement of the pile head as well as the maximum bending moment along the pile. The reliability index is evaluated using an algorithm for the first-order reliability method (FORM) and based on the elliptical method using random variables. In this study, spatial variability of soil characteristics is also considered using spatial autocorrelation method. In this research, validation of the results using numerical derivation and comparison with Monte Carlo simulations based on important sampling was done and also sensitivity analysis was conducted too.

Progressive collapse is a nonlinear phenomenon that starts from the damage of a part of the structure and ends with the whole structure and its total damage. Therefore, the study of this phenomenon in high-rise and important structures while securing it will ensure the design process of the structure. Progressive collapse usually occurs in the structure due to the loss of one of the main members of the structure, which is usually the desired column. With the sudden removal of a column in the structure, in the node where the column is removed from the structure, there is a displacement that has a seismic nature. In this research, the effect of using steel haunch bracing with different locations in concrete moment frames is investigated under progressive collapse. The purpose of this evaluation was to determine the vulnerability of concrete structures retrofitted with steel haunch bracing as well as the effect of steel haunch bracing in spans and height of the structure, the place of eliminated element (edge or middle) and the number of the story in which the member was removed in the progressive collapse, is studied. A noteworthy point in different cases of component removal is in the wide changes of stresses and change of node displacement and lack of formation of plastic hinges in the members, which can be explained by the proper distribution and placement of steel haunch bracing in spans and height of the structure in the place of elimination of members in the model, there are more structural elements and this issue strengthens the catenary action of the members to transport and transfer load and also the immediate stabilization of the situation.

In current modern cities, the use of buried pipelines in the conveying of vital fluids such as water, oil, and gas have become very important. Investigations on the behavior of the buried pipelines after the occurrence of the severe earthquakes have indicated that one of the primary sources of the failures of these kinds of linear structures were due to surface fault rupture. Therefore, if the buried pipelines are designed and implemented correctly, the permanent ground displacement due to the movement of the bedrock fault will not lead to such rupture of the pipes. On this basis, different researchers have concentrated their studies on investigating the interaction of pipe and soil during the permanent ground displacement. Due to the difficulty and cost of laboratory tests on this phenomenon, the number of available experimental data is very few. On the other hand, analytical studies have various limitations and complexities that have made it difficult for engineers to use these methods. In addition, numerical methods used to study the interaction of pipes and faults are mostly prepared for academic environments. These numerical approaches usually need the knowledge of soil or pipe advanced constitutive models and require the familiarity with mathematical parameters necessary for the convergence of the computational efforts.In order to investigate the behavior of buried pipes against faulting displacement, in this paper, a numerical method has been developed by combining finite difference and Newton multivariable techniques. The equilibrium equation of forces in x and y directions along with the equilibrium equation of bending moment for an infinite section of the pipe under the influence of the displaced soil pressure has been obtained first. Then the system of equations for all of the discretized nodes of a pipeline has been solved using the proposed hybrid method. The proposed method simultaneously considers the nonlinear behavior of pipes, soil equivalent springs, and large strains in the beam-spring model. In addition, to more precisely assess the shear factor in the beam behavior, the Timoshenko beam model has been applied to model the pipe.The validity of the proposed method has been performed using the results of a laboratory centrifuge test on HDPE pipe and 90° normal fault. In addition, this hybrid method is also validated with the results of a finite element numerical analysis on 70° normal fault and API5L-X65 oil transfer pipe. Comparison of the obtained results for different parameters such as longitudinal strains, settlement, and flexural bending of the pipes shows that the presented numerical method is very suitable in predicting the interaction behavior of pipes against dip-slip faults. At the same time, a lower computational effort has been required to arrive in the final answers. In addition, using the proposed numerical method, the effect of fault zone width with values equal to 0.001, 10, 30, 60, and 100 m on the behavior of a pipeline against a normal 70-degree fault has been investigated. The results of this study show that increasing the width of the fault zone significantly reduces the amount of tensile strain in the pipes. Also, increasing the width of the fault zone causes the pipe to rupture from two different points, while in the small fault width equal to 0.001 m, the pipe failure occurs only at one point. Maximum bending moment and pipe curvature also increased with decreasing fault width.

Shape Memory Alloys (SMAs) are new material in structural engineering. They can be used as reinforcement for the concrete walls. In this research, a numerical model was first developed based on an experimental test of a tall reinforced concrete wall with steel reinforcement subjected to an earthquake, and the numerical model responses were compared to the experimental model. Then, three other approaches were examined; first, the shape memory alloys were replaced only as vertical bars on the first story; in the second one, Shape memory alloy bars were replaced only on the first and sixth stories; and in the third approach, the whole vertical bars were replaced with shape memory alloy bars. Nonlinear time history analysis and comparison of model responses were performed. In addition, the parametric study of the responses was also done by changing some model characteristics such as axial force and earthquake intensity. In all three approaches with the shape memory alloy bars, the base moment demand value decreased by approximately 15% compared to the model with steel reinforcement. In the moment demand diagram, the amount of moment demand at the mid-height of the structure is relatively increased compared to the base moment demand. This is due to the effect of higher modes on wall behavior. The moment diagram graph is not uniformly decreasing along the height is not like a straight line. In addition, parametric study of the responses is also performed by changing some model characteristics such as axial force and earthquake intensity. With the formation of a plastic hinge at the base of the wall,approximately, the amount of moment demand in this area remains constant and the effect of higher modes increases the moment demand at the mid-height of the structure and may result in the formation of another plastic hinge at the mid-height of the structure.

The braced tube structure is one of the most efficient lateral load resistant skeletal systems under seismic loads. This high-rise mega frame has desirable aspects in terms of seismic response. Also, this system increases the resistance potential of high-rise structures in comparison with three-dimensional steel rigid frames. The present study denotes the seismic response properties of four mega braced tube structural systems of 20-story with different bracing configurations, which are the same in plan and loading arrangements, subjected to strong near-field records. The two studied structures have skeletal configuration of centralized braced panels. Moreover, the two other studied models were designed based on mega braced tube system considered as the resistant structure. In order to assess dynamic response parameters of the studied structures, several nonlinear time history analyses were performed. The selected earthquake records contain a variety of wave-like characteristics such as long period pulses and high amplitude spikes in the ground velocity and acceleration time histories. The analytical evaluation of seismic response parameters indicates the desirable performance of mega braced tube structural systems under powerful near-fault records. The aforementioned seismic performances were investigated in terms of maximum lateral displacement, inter-story drift as well as absolute acceleration, relative velocity of floors and total base shear along with the integrated formations of skeletal nonlinear hinges. It was obtained that the concentrated configuration of a limited number of aligned braced panels in high-rise framed skeleton is not relatively suitable. Also, dynamic response parameters of the 20-story models with the configuration of centralized braced panels are influenced more while being subjected to near-field ground motions in comparison to the mega braced tube systems. The application of centralized braced panels would lead to the more intensive variation in seismic response parameters. It should be noted that the application of single elements as well as concentric aligned braced panels cannot be effective in controlling the maximum lateral displacement and drift demands. The structural vulnerability assessment indicated that mega braced tube structures have better seismic performance than the other type of resistant skeletons under influencing of large coherent velocity pulses which displayed in the time history of strong earthquake records.

The use of buckling-restrained braces began in Japan at 1980s and was then followed by other countries all over the world. Many behavioral problems associated with the conventional steel braces might be neglected when this type of bracing system is used, due to the difference between their tension and compression strength capacity. In this paper, the effect of mega buckling-restrained braces on the response of tall structures subjected to the blast load is investigated. For this purpose, a 30-story structure is retrofitted by mega buckling-restrained braces in twelve different modes. Then, the best positioning of this control system is introduced based on the maximum response of the structure. In this regard, the structure is subjected to four states of blast loads produced by 1000 and 1200 kilograms of TNT at a distance of 5 and 10 meters from the structure. The results showed that by decreasing the amount of blast material and also increasing the distance of TNF from the structure, the damaging effects and also the maximum response of the structure reduced; and therefore, the structure went to the safe level (IO). The results also indicated that the A1 state is the best positioning for the controlled system, in which the maximum displacement of the roof, the maximum rotation of the structure is less than these values for the original structure (the structure with the conventional braces system). Also, the A1 state can be chosen as the best candidate for placement of the controlled system since it reduces the weight of the bracing system more than 16% rather than this value for the original structure.

After poor performance and brittle fracture of moment connections in the 1994 earthquake in Northridge, researchers proposed new connections to improve the behavior of steel moment frames. Generally, these modified connections can be classified into two main categories: reduced beam section (RBS) and other than RBS connections such as bolted flange plate, bolted unstiffened and stiffened extended end-plate moment, and welded unreinforced flange-welded web moment connections. In this study the behavior of special steel moment frames using each of these two types of connections was investigated. For this purpose, several steel moment frames made up of these two types of connections were analyzed using Opensees software through nonlinear static procedure. For modeling, the behavior of connections was modeled using Bilin material. Then, using FEMAP696, the seismic parameters of all moment frames were determined and compared. Results indicated that the moment frames of RBS connections have higher seismic performance than the other moment frames. Furthermore, based on the numerical results, regardless of the connection type, it seems that 3 is not an appropriate value for the over-strength factor. Based on these numerical results, values equal to 4 and 5 can be proposed for the over-strength factor for moment frames of RBS and other than RBS connections respectively.

In order to provide a comprehensive assessment of the structural components, behavior of structures should be traced and predicted far into inelastic region. For this purpose, analytical hysteresis models are needed which are capable of representing all modes of deterioration. In order to utilize these models,a database is required to calibrate models. In this paper relationships are proposed to predict modified Ibarra-Krawinkler model parameters for welded flange plate steel connections. To provide the database, a number of welded flange plate connections are designed based on Iran Steel Code. The designed connections have been modeled and analyzed numerically in a finite element software. Prior to proceed the investigation, finite element numerical model of the connection was created in the ABAQUS computer program in order to predict the micro-mechanical behavior of the welded flange plate steel connection. Using the nonlinear method of analysis, the cyclic behavior of such moment resisting connection was obtained. The numerical results were verified by comparing the results obtained experimentally and specifically for the steel welded flange plate moment connection. Simulation of several numerical models and in comparison with the laboratory results indicate the accuracy of the finite element model. Once the finite element micro behavior was verified, then fifty three different welded flange plate moment connections were designed for different number of steel moment frame with various heights and floor numbers. All the connections are modeled in the ABAQUS computer program and the cyclic behavior of such connections such as the hysteresis behavior are obtained. The hysteresis behavior of the connections were included in the moment frame connections by utilizing the rotation behavior in the connection. The steel frames are modeled in a customized version of OPENSEES computer program. The numerical model consists of nonlinear beam column elements with the rotational spring element at the end in which the rotational behavior of the spring were the hysteresis behavior of the connection obtained from ABAQUS computer program. These springs simulate the hysteretic response a steel component (beam or olumn) subjected to cyclic loading including strength and stiffness deterioration based on the modified Ibarra-Krawinkler deterioration model. Panel zones are modeled in such away that the shear distortions were explicitly included with the possibility of nonlinear behavior during an earthquake. The numerical results show that most numerical specimens predict the plastic hing location to be right after the top flange plate. Using numerical results as a database, the model parameters are calibrated and effective geometrical properties of connections are determined. The most effective parameters are beam depth, beam span to beam depth ratio, beam web depth to web thickness ratio, top plate length to top plate thickness ratio, bottom plate length to bottom thickness ratio, and beam flange width to beam flange thickness ratio. Finally, using nonlinear regression equations, relationships for predicting the model and deterioration parameters are proposed. Also different rotational capacity such as maximum plastic rotation, plastic rotation spectrum and cumulative plastic rotation are predicted. From the regression analysis the pertinent parameters effecting the detioration of the connection are identified.

The aim of this research is to study the parameters of nonlinear dynamic behavior of steel tall buildings having a compound braced-tube resistant skeleton with belted trusses in higher levels. For this purpose, four 30-story study models have been designed in 3D. The first study model has a resistant skeleton without a belted truss. Yet, the remaining three structural models, each have a belted truss in higher levels with layouts of one, two and three stories, respectively. Numerical study results of this research are acquired according to a set of time-history nonlinear analyses on the mentioned study models. The chosen ensemble of three-component ground motions includes six highly powerful near-field records and one far-field record. Assessing study results reveal that applying belted trusses in tall braced-tube skeletons would lead in a remarkable increase in stiffness and a growth in the capability to absorb the earthquake’s kinetic energy. This issue also results in a large decrease in lateral displacement and dynamic drift of the structure and will therefore cause an increase in using the axial capacity of peripheral columns of the structure plan. Thus it becomes possible to introduce the application of resistant structures with belted trusses in structural skeletons of high-rise buildings, especially in areas with high seismicity as a suitable and efficient alternative plan compared to other structural systems.

In this research, the effect of nonlinear behavior of concrete on seismic performance of roller compacted concrete (RCC) is discussed. Nonlinear behavior of material shows the behavior close to reality due to use of all structural capacity and it is considered the most appropriate method for design. So in this paper, by using the appropriate definition of nonlinear behavior of RCC, the Ansys software based of finite element method is used for modeling and analysis considering dam-reservoir-foundation interaction. Consider to behavior of roller concrete dam, two-dimensional model is selected and the dynamic analysis is carried out in time domain applying the Northridge earthquake components for linear and nonlinear cases. For evaluation of the effect of nonlinear behavior on the output results, the maximum hydrodynamic pressure, dam crest displacement, tensile stress in heel and compressive stress in the toe of dam are selected as critical responses. Finally, for accurate evaluation of the effect of nonlinear behavior on output responses, the results has been obtained as time history curves for both linear and nonlinear cases and the difference of responses has been determined.

The Seismic analysis of concrete dams had been considered in an ideal form by means of two dimensional Monoliths in analyse and design procedures and structures had been subjected to ground motions with defining seismic coefficient. Lately, the research focus, however, has been more on linear time history analytics and fracture analysis of concrete dams in 3D space. With the advancement of knowledge in the field of earthquake engineering and the development of more precise methods for estimating the intensity of possible earthquakes, The methods of analyzing and evaluating the seismicity of the structures have been improved and the effects of more parameters can be considered in assessing the risk of each structure. In the present study, the seismic response of a concrete arch-gravity dam under the influence of earthquake stimulation is investigated in a three dimensional finite element analysis. The effects of dam-reservoir-foundation interactions are considered and the nonlinear behavior of the concrete and also the different patterns of the arc radius of the dam are studied. Finally, the contribution of response of each of the sustainability factors to seismic stimulation is evaluated. The Seismic analysis of concrete dams had been considered in an ideal form by means of two dimensional Monoliths in analyse and design procedures and structures had been subjected to ground motions with defining seismic coefficient. Lately, the research focus, however, has been more on linear time history analytics and fracture analysis of concrete dams in 3D space. With the advancement of knowledge in the field of earthquake engineering and the development of more precise methods for estimating the intensity of possible earthquakes, The methods of analyzing and evaluating the seismicity of the structures have been improved and the effects of more parameters can be considered in assessing the risk of each structure. In the present study, the seismic response of a concrete arch-gravity dam under the influence of earthquake stimulation is investigated in a three dimensional finite element analysis. The effects of dam-reservoir-foundation interactions are considered and the nonlinear behavior of the concrete and also the different patterns of the arc radius of the dam are studied. Finally, the contribution of response of each of the sustainability factors to seismic stimulation is evaluated. The Seismic analysis of concrete dams had been considered in an ideal form by means of two dimensional Monoliths in analyse and design procedures and structures had been subjected to ground motions with defining seismic coefficient. Lately, the research focus, however, has been more on linear time history analytics and fracture analysis of concrete dams in 3D space. With the advancement of knowledge in the field of earthquake engineering and the development of more precise methods for estimating the intensity of possible earthquakes, The methods of analyzing and evaluating the seismicity of the structures have been improved and the effects of more parameters can be considered in assessing the risk of each structure. In the present study, the seismic response of a concrete arch-gravity dam under the influence of earthquake stimulation is investigated in a three dimensional finite element analysis. The effects of dam-reservoir-foundation interactions are considered and the nonlinear behavior of the concrete and also the different patterns of the arc radius of the dam are studied. Finally, the contribution of response of each of the sustainability factors to seismic stimulation is evaluated.