عباسعلی صادقی

Usually, the ground vibrations caused by the movement of the train on the railway are spread inside the ground. In some areas, there are buildings in the vicinity of the line, where the mentioned vibrations cause the building to vibrate. In our country, many buildings near railway lines are made of building materials. One of the influencing factors on the amount of vibration of the building adjacent to the rail is the speed of the passing trains. According to the plan of the Ministry of Roads and Urban Development in the construction and development of railway routes with the priority of high-speed trains, the results of the research will be useful. In order to investigate the vibrations caused by the movement of trains on buildings with construction materials, first the buildings with construction materials adjacent to the Tehran-Mashhad railway line, which is in the high-speed train plan, with a radius of 20 meters, were listed based on Google Maps. Then, the background of the technical literature of the subject has been investigated. In the continuation of the background of the subject, with the brainstorming method, buildings with building materials adjacent to railway lines have been further investigated. At the end, the results of the technical literature reviews are presented in the form of a table and overview.

The application of seismic isolators at the base or mid stories by employing the mechanism of tuned mass dampers (TMDs) in structures provides an effective seismic control method for buildings. In this study, three prototypes of 10-story steel moment-resisting frame structures with intermediate ductility that are designed in accordance with second and fourth editions of Iranian Seismic Design Code (Standard No. 2800) as well as the second edition with one story on seismic isolator at the last floor were designed and modelled using nonlinear static pushover and nonlinear dynamic time history analyses under three far-fault earth‎quakes. The results were presented in the form of pushover curves and time history of roof displacement, base shear, maximum drift and roof acceleration of stories to compare the seismic enhancement of roof-level isolating technique and the effectiveness of the seismic criteria of Standard No. 2800. The results of research indicated that adding on isolated story at roof level had a significant effect on decreasing the drift of the stories. This reduction for the designed structure based on the second edition of Standard No. 2800 is down to an average maximum of 25%. In addition, using seismic isolators reduces the base shear by 30%. The decrease in the amount of roof displacement is also 40%. Also, the results showed that the efficiency of isolated story application as the last story to reduce the damage.

In this article, the sense of place in cinema and architecture and their mutual influence on creating a desirable atmosphere have been investigated. Architecture and cinema both create space and spirit of life and in the process of perception of space and sense of place, they both adhere to common principles. Architecture, in a way, is one of the oldest forms of human art, and on the other hand, cinema, as a contemporary art, is, according to many, comprehensive of all arts. The harmony and balance, which is pleasant and beautiful for humans in everything and gives them peace, is fully evident in art, cinema and valuable architectural buildings. The relationship between cinema and architecture is in the movement and sense of fluidity in the place. Factors such as continuity, continuity, rhythm, repetition and geometry in understanding the sense of place in space, which are important features of architecture, are also manifested in cinema. In another way, it can be said that humans play an important role in the centrality of both issues. The research method in this article is descriptive-analytical and the method of collecting information is library-comparative. In this article, after defining the sense of place in cinema and architecture, the relationship between the two and its use in the building of Villa Sava by Le Corbusier and the inspirations taken from it are mentioned. The aim of the research is to reveal these connections in order to improve the spaces created in architecture and cinema.

Steel slit damper is a replaceable and repairable tool that is made of a standard section with a number of slits in its core. The mechanism of this type of damper is such that before the bracing member buckles, the slit damper yields and the buckling instability of the brace is removed from the frame. In this study, the cyclic performance of the seesaw energy dissipation system with a slit damper with fixed and ellipse cavity in ABAQUS software has been investigated. The fundamental concept of the seesaw system is the quasi-linear motion mechanism, which enables the bracing members to remain in tension during vibration. In The following, the assessing and comparing the stiffness, the final strength and the amount of energy absorption of the samples are conducted. The results showed that by reducing the distance between the cavities of damper, the position of maximum stress occurs in the web plate of damper between slits and close to the sides and part of it near the flange plates. Further increase in the curvature of the holes reduced the amount and yield range of the damper so that the yielding range tended to the boundary of the slit walls. Also, by increasing the thickness by 40%, a similar result was obtained with the increase in the curvature of the holes, so that the entire distance is yielded between the cavities of damper on the sides.

In the past years, special attention has been drawn to the explosion and its effect on various structures, especially thin-walled structures. One of the most effective factors for changing the behavior of such structures is thermal and shock loads caused by explosions. In the meantime, considering the geometric nature of the shells, which have a wide surface and thinness, as well as their wide application in various industries such as missile industries, nuclear industries, shipbuilding and silo construction, it is necessary to investigate the effect of these loads on the nonlinear dynamic behavior of the shells.  However, knowing the large deformation of such structures under these loads, practical and cost-effective solutions such as strengthening the shells using hardeners are recommended. On the other hand, implementation problems and the possibility of creating an opening in the shells lead to a change in their behavior. In this thesis, using the ABAQUS finite element software, the elastoplastic response of single-curvature steel shells with and without opening and stiffener against blast loads is investigated. For this purpose, the effect of the supporting conditions, the thickness of the single curved shell, the mass of the TNT material, the distance from the place of explosion to the centre of the shell, the curvature of the shell, and the effect of opening and stiffener have been investigated. The results indicated better performance of the shell with the bearing support condition compared to other support conditions. Increasing the curvature of the shell initially led to an increase in displacement and then a decreasing trend. Results of the research indicate that the creation of circular and square openings has reduced the stiffness of the shell, followed by an increase in displacement, and the increase in displacement for square openings is more than circular openings.

In this study, comparison of the performance of beam-to-column bolted end plate connections and T-connection under fire is considered. To achieve this objective, samples are selected in three types of bolt number, the thickness of end-plate, and T-connection. Then, they are investigated and nonlinearly analyzed in ABAQUS finite element software and the results such as displacement-time curves, counters of stress and displacement are studied. According to the nonlinear finite element analyses results obtained in the first and second types, the beam-to-column connections have been investigated by changing the number of bolts and increasing the thickness of the end plate. The results indicated that the highest and lowest values of displacement-time curves are related to the samples have a 25 mm thickness end-plate with 4 bolts and a 10 mm thickness end-plate with 4 bolts, which affect the thickness of the end-plate with 36% and 17% fire resistance to rupture, respectively. It can also be seen that among the samples, connections with weak end-plates and fewer bolts in the final moment of loading at the end of fire analysis due to the high stress of plastic hinges can be seen. In the third type, the T-connection is examined with increasing thickness. The results showed that the maximum and minimum values of displacement-time curves are related to samples with a thickness of 17.5 mm and 9 mm with 25% and 11% fire resistance up to rupture, respectively. By comparison of the results of beam-to-column connection by changing the number of bolts and increasing the thickness of the end-plate and T-connection, the best sample has 25 mm thickness end plate with 8 bolts.

Nowadays, the use of innovative methods such as cross-sectional reduction method in designing moment connections of steel structures has become widespread among designers. The method of reducing the cross section by deliberately weakening the beam in a part close to the connection of the beam and column reduces the plastic strains of the joint and the formation of a plastic hinge in the beam. In this paper, the effect of reduced beam section (RBS) on joint strength by removing the plastic hinge from the column and also the optimal performance of various reduced beam section shapes through different indicators such as hysteresis curve, pushover diagram, energy dissipation of connection and … are checked. In this research, modelling and nonlinear analysis of 10 examples of reduced beam section with and without beam section reduction using ABAQUS software has been investigated under cyclic loading. The results showed that all models with reduced beam section have the ability to transfer the place of formation of plastic strains or the same plastic hinge into the beam and away from the column. Among all the methods of reducing the cross-section, the method of reducing flange beam section with uneven holes and enlarging inward to the beam has shown a better performance than other samples. The energy dissipation of this method is increased 68% versus the reference sample without reduced section. The flexural capacities of sample with reducing flange beam section with uneven holes and enlarging inward to the beam has shown better cyclic performance. The values of flexural capacity in the mentioned sample is decreased 33% versus the reference sample without reduced section. This subject causes plasticization faster and as a result, more energy dissipation is obtained versus other samples.

Usually the vibrations caused by the movement of the train on the line are divided into two categories: ground and air. Ground vibrations propagate around the line, inside the ground, and vibrate in any object they reach. These vibrations in the body are converted to other types of vibrations and displacements or heat, or changes in the environment. In some areas, there are buildings near the line, where the vibrations cause secondary vibrations, structural problems, and annoying noise. Several factors affect the transmission of vibrations due to the movement of the train to the surrounding buildings. One of these factors is the length of the transmission path, which is inversely proportional to the level of vibration created in the body. In order to reduce ground vibrations caused by the movement of trains in buildings, first, the background of the technical literature on the subject has been studied. In the following, some solutions have been developed in the path of vibration transmission and then these solutions have been expanded by the brainstorming method and new solutions have been presented. There are suggestions for construction that are mentioned in the results for the most critical situation, namely the construction of a high-speed railway station with an iron wheel on an iron railway.

Seismic collapse of buildings is the level of structural performance in which the amount of damage reaches its maximum, so this event can be the worst happening in the construction industry. Due to the seismicity of Iran, more accurate assessment of the collapse of structures under earthquakes is one of the important challenges of structural engineering. In this paper, the effect of the number of bays on the seismic response of three sets of short steel frames is investigated. In all three sets, moment frame, an eccentric braced frame and the concentric braced frame are considered in the regular state. Then, the number of bays in all three sets of frames are 2, 3 and finally 4, respectively. Nonlinear static analysis is conducted based on base shear and roof displacement to determine the possible failure mechanisms of these frames and incremental nonlinear dynamic analysis is performed with intensity parameter (IM) corresponding to maximum relative displacement between stories and damage measure parameter (DM) corresponding to the spectral acceleration of the first mode Sa (T1, 5%) were considered. In addition, the collapse-preventing performance level of CP was analyzed. The results of the fragility curves in the limit state (CP) indicate that with increasing the number of bays, the probability of failure of ten percent for all studied frames has increased and consequently their vulnerability has decreased.

In this study, RBS connections behavior reinforced by horizontal and vertical stiffeners are assessed under cyclic loading and the effect of stiffeners is studied in order to improve the cyclic behavior of connections. The finite element ABAQUS software has been used to verify and simulate reduced beam section (RBS) connection behavior. Parametric study have been conducted by changing the stiffeners number, material and arrangement in connection area. The finite element analyses results showed that when using a combination of two horizontal and two vertical stiffeners, the initial and ultimate strength of the connection have been increased by 6.2% and 26.1%, respectively, compared to that of the connections without stiffeners. When using horizontal and vertical stiffeners in a rectangular arrangement with a length equals to 75% of the section reduction area length and its height equals to 75% beam height, the initial and ultimate strength of the connection has been increased by 6% and 20%, respectively in comparison the state without stiffeners. By comparing the use of ST37 and ST52 in stiffeners, it has been observed that both used steels have the same effect on the connection strength. Meanwhile, the effect of steel material of stiffeners could be ignored on improving the connection strength.

In this study, firstly, the 12-story 3D structure with hybrid system of buckling restrained brace and moment frame with 6 states such as 1) whole stories with buckling restrained brace system, 2) the first 6 stories with buckling restrained brace system and the second one with moment frame, 3) the first 5 stories with buckling restrained brace and the 7 stories with moment frame, 4) the first 7 stories with buckling restrained brace and the 5 stories with moment frame, 5) the first 3 stories with buckling restrained brace and the 9 stories with moment frame, 6) the first 9 stories with buckling restrained brace and the 3 stories with moment frame. Then, using Opensees software, the side axle frame is modeled subjected to incremental nonlinear static analysis and incremental nonlinear dynamic analysis (IDA) with the intensity parameter (IM) corresponding to the maximum relative displacement and the DM response parameter corresponding to the first mode spectral acceleration Sa (T1, 5%)and the level of collapse prevention performance (CP) has been evaluated. In the following, fragility curves and modification factor are presented. By investigation of the results, it is observed that the frame with more braces, at a constant seismic intensity level, is less likely to fail than other frames. Therefore, increasing the percentage of brace use leads to a higher modifaction factor and less probability of failure than other cases, and by reducing the ductility of the frames, the probability of their failure also decreases.

In recent years, Coupled Steel Plate Shear Wall system has been used in mid and high-rise buildings because it has advantages such as providing large spaces for creating various uses. So this was brought into the attention of the designers. The lateral structural response is exactly dependent on the shear walls behavior; therefor these elements must response well under different loading situation. So this paper aims to study the effects of near and far fault earthquakes on the two series of mid-rise frame with the steel plate shear wall with the coupling system. In both series, the coupled steel plate shear wall will be evaluated by variation of opening dimensions, one in length of 1 and 2 m and the width of 0.6 m and 0.9 m with regularity in the plan. Firstly, structures are modeled in ETABS software three dimensionally. Then, the axis frame is analysed in OpenSees two dimensionally. In this paper, the nonlinear static pushover and dynamic time history analyses are carried out. The results of nonlinear analyses show that by increasing the dimensions of the openings, the drift and absolute displacement of the stories are enhanced and also by decreasing the dimensions of the openings, the amount of stories shear and base shear are decreased, which indicates the great effect of the dimensions of the openings on the seismic behavior of coupled steel plate shear wall with considering the performance levels of the frame.

Increasing demands for the use of lightweight concrete as well as blast-induced hazards in all over the world have led to performing extensive studies to achieve a better understanding of the behavior of the impact and heat-resistant lightweight concrete. In fact, the plastic concrete is of high ductility and low permeability whose compressive strength is much lower than that of the ordinary concrete. This type of concrete is obtained by mixing cement, sand, water and bentonite. Bentonite in this mixture is a type of clay that promotes its formation and stability. In this paper, the effect of steel, polypropylene and glass fibers on the post-heat strength (both tensile and compressive) of the plastic lightweight concrete has been investigated. To do so, after the process of heating on the specimens (exposure temperatures of 25, 100, 250, 500 and 700 °C), the compressive and tensile strength tests were conducted on the specimens. Accordingly, the results indicate that the addition of the steel fibers greatly affects the concrete strengths such that in some cases, the post-heat strengths of the concrete was enhanced by more than 40%. However, it was found that in contrast to the steel fibers, polypropylene and glass fibers leave insignificant effects on the post-heat performance, which is attributed to their physical and visual characteristics.

The present study investigates the influence of the number, material and configuration of bolts on rigid bolted connections under fire. In this study, 6 steel rigid bolted connection specimens with end-plate were modeled as A490 and A300 in ABAQUS software and they are assessed under fire by nonlinear dynamic analysis. By examining the results, the highest stress in the bolt is occurred with material A300. This is due to the lower yield stress of the A300 bolts than to the A490 because the A300 bolts yield at lower stresses and, as they enter the plastic deformations, cause the steel plates to become more involved and the values Increase the stress, especially around the bolt holes. Sample stresses CON.M22 8B A490 and CON.M18 12B A490 T2 are different about 4%. This displacement value for specimens with A300 bolt materials increses to 240 MPa which is equivalent to the yield stress of material A300. The strain with material A490 for CON.M22 8B A490 and CON.M18 12B A490 T2 samples is about 59% and for CON.M18 12B A490 and CON.M22 8B A490 T2 samples is about 67%. The strain with materials A490 for CON.M22 8B A490 and CON.M18 12B A490 T2 samples is about 38% and for CON.M22 8B A490 and CON.M18 12B A490 samples is about 20%. Specimen displacement for bolts with materials A490 whereas this value for specimens with A300 bolts for CON.M22 8B A300 and CON.M18 12B A300 T2 specimens had the highest and lowest vertical displacements, respectively, which is about 25% difference. In the CON.M22 8B, CON.M18 12B and CON.M18 12B T2 samples with different bolt materials, the percentages are 15, 24 and 44%, respectively. The use of materials with lower yield and rupture stresses caused yielding in the lower temperature and reducing the resilance of structure under fire.

Over the recent decades, with spreading the unusual events such as fire, blast, and vehicles collision, studying the behavior of structures subjected to abnormal loadings has been attracted the attention of researchers and structural engineers. Among the various scenarios of impact loads, the collision of light and heavy vehicles to the external column of steel buildings accidentally and or intentionally is important as a research and an applied topic. The impact loads caused by vehicle collisions to column of buildings are usually not considered in the design, so it's necessary that the effect of these loads should be studied on the nonlinear performance of structures. In this study, the steel moment-resisting frame structures 2, 5, 8 and 12-story with intermediate ductility are designed for gravity and seismic loads and then nonlinear dynamic analyses are conducted under the impact induced by Light and heavy vehicles collision to corner column of side axis by OpenSees software and fragility curves are proposed based on the different damage levels. Finally, structural responses of studied frames are investigated and compared due to the collision impact with different velocities until the occurrence of dynamic instability. The results showed that the impact induced by light vehicle collision at velocities 80, 100, 140 and 130 Km/h and impact induced by heavy vehicle at velocities 50, 60, 80 and 70 Km/h has been caused dynamic instability in the desired frames 2, 5, 8 and 12-story, respectively.

The Impact induced by vehicles collision to external buildings' columns is one of the research scenarios of collision. Therefore, in this study, the reliability analysis of steel moment-resisting frame structure with 2-story has been conducted under the impact of light vehicle collision considering uncertainty in material and applied loads using simulation- based methods. The mentioned structure is modeled in OpenSees software two-dimensionally and the sensitivity analysis of the studied random variables is performed using Monte Carlo simulation-based method in Matlab software. Then, the limit state functions are proposed based on the maximum permitted beam rotation of the damaged bay. Finally, the failure probability and reliability index of the mentioned frame is investigated and compared according to performance levels under the impact of a light vehicle collision with speeds 20, 40, 60, and 80 Km / h. The results showed that the random variables such as mass and velocity of vehicle and yield strength of material were the most influential in the failure probability and the control variates-based subset simulation method compared to Monte Carlo method estimated the failure probability with a permissible error rate, less sample number, and short running duration.

The present study aimed to investigate the experimental performance of the effect of magnetic water on the mechanical properties of concrete containing basalt fibers. In this study, AQUA-Correct (AC) device made in Germany, which has a power of about 1300 Gauss, has been used to produce magnetic water. Concrete samples prepared (24 samples 7 and 28 days for compressive strength test and 24 samples 7 and 28 days for flexural strength test) are made by this machine with one and two times passing through the magnetic field. The fibers used are basalt fibers that it has a length of 3 cm and a diameter of more than 9-10 microns. It has high heat resistance and sound absorption and has effective applications in the manufacture and reinforcement of composite materials and is 0, 2 and 5% by weight of cement in the mixing plan. Basalt fibers have been studied on the properties of concrete such as compressive strength, flexural strength, slump and specific weight. The results showed that by increasing water magnetism, slump, specific weight and compressive strength and the flexural strength of concrete increases, also by increasing basalt fibers, slump and specific weight decreases and by increasing the percentage of fibers from 0 to 2, the compressive strength increases and from 2 to 5%, we face a decrease in compressive strength, resulting in that 2% is an optimal percentage of basalt fiber. However, by increasing percentage of fibers, flexural strength has been increased significantly.

Since unreinforced structures have the highest potential for earthquake damage and have multiple failure mechanisms, due to the lack of many uncertainties in the parameters of this type of structures, their vulnerability should be studied with proper knowledge of this and considering the parameters and the most probable modes for its failure. Also, most of the structures that are of historical importance are made of building materials and bricks. These types of structures usually have major weaknesses against earthquakes. Recognition of these weaknesses is a prelude to choosing the appropriate method to strengthen them. In recent decades, researchers have used various methods to enhance the seismic behavior of brick walls. Common methods for this work are coating and reinforcement with plaster and sprayed concrete, which is the most common method of using sprayed concrete. In this study, the micro method is used for finite element modeling in ABAQUS software. In modeling, three methods of reinforcement are used, which include reinforcement with steel sheet, FRP sheet and mortar. The results of this study showed that the sequential arrangement of FRP strips, compared to other methods, had a greater effect on improving the flexibility and the diagonal arrangement of the mentioned strips had a tangible effect on increasing the final strength of masonry walls.

One of the most important issues in buildings is irregularity in the plan or height of the structure, which causes increasing the seismic damages. In irregularity in height, sudden changes in the dynamic properties of the structure including mass, lateral stiffness and strength of the structure occur. Therefore, the stage of making decision for determining the building configuration has a fundamental importance Irregular buildings must be able to withstand the lateral forces of earthquakes and winds. One of the most common earthquake-resistant systems in steel structures is the bracing system, which has been considered by engineers due to its good performance in previous earthquakes and reduced drift of buildings. However, some architectural constraints may cause the braces to be moved to the story level, which is subjected to irregularity of cutting the lateral bearing system, or the lateral braces may be weakened or removed due to poor supervision in some stories, in which case the story may be irregular. There is very soft story in the building. In this study, 7 scenarios in three states such as regular, very soft irregularity, and irregularity of cutting the lateral bearing system is considered for 5-story frame. These frames are designed based on seismic guidelines of standard 2800, and then, the performance of them has been evaluated by SAP2000 software using analyses methods such as equivalent static, spectral dynamics and time history dynamics under near-fault earthquakes. The aim of this study is to investigate the accuracy of these methods. The results showed that time history dynamic analysis is more accurate than other methods. For example, the error rate of the maximum displacement response of frame with irregularity of cutting the lateral bearing system in equivalent static analysis compared to spectral and time history dynamic analyses are 15% and 77%, respectively.

The frames with Buckling Restrained Braces (BRB’s) are used as a lateral system. The braces often have a limit amount of ductility and dissipated energy in cyclic loading. Therefore, the use of Shape Memory Alloys (SMA’s) in braced frames with regard to the specific properties of these can be an effective improvement in the seismic behaviour of frames. These alloys become known without the need for replacement after an earthquake and the possibility of many deformations and reversal to initial state. Seismic fragility analysis is one of the most important methods in seismic performance-based design that which lead to seismic fragility curves. Fragility curve is a powerful tool for probabilistic vulnerability assessment of structures. In this paper, seismic behavior of frames with BRB’s and the effect of utilizing SMA’s were studied. Then, three 2D-frames with 3, 6 and 9 story were utilized. The OpenSees software used for the nonlinear time history analysis of frames. The BRB’s considered in two cases, with and without SMA’s. For development of fragility curves, 7 strong ground motion accelerograms including main shock-aftershock earthquake records utilized. By defining the three performance levels for Immediate Occupancy (IO), Life Safety (LS) and Collapse Prevention (CP) based on maximum drift and base shear, the values of the probability of exceedance from these thresholds has been calculated. By comparison the achieved curves, it was found that the frames with the SMA often has the range of IO and LS performance, and the probability of occurrence of the CP level is 38% and in the case of the without SMA the CP performance level will have the of 65%. Using a SMA’s in these frames can reduce the cost of restoring and recovering of damaged systems and make the more resilience building system.

The most common disadvantage in moment connections is the brittle fracture of the welded area during an earthquake. One creative way to fix such disadvantages is to use Side Plates to connect the beam to the column. Previous studies have focused more on the performance of connections with side plates and comparison of these connections with other types of moment connections. In this study, the effect of material type, thickness, and perforation of the side plates on the cyclic performance is investigated. For this purpose, in addition to using side plates of soft steel (ST37) and high strength structural steel (ST52), nickel-titanium-shaped memory alloy (SMA-Ni-Ti) was also used to investigate the superelastic effect of this alloy on the connection performance. Modeling and analysis were performed in ABAQUS finite element software under cyclic loading. The results showed that the increased capacity and ductility of the side plate connections with shape memory alloy. Also, the findings revealed that optimal thicknesses can be obtained for a side plate to create the maximum possible ductility at the connection and preventing the formation of plastic hinges. According to the results obtained by changing the configuration and cutting in connection and in general, the capacity of the connection decreased by 0.04 radian (moment frame acceptance limit) and stress concentration in the cutting corners had the greatest effect on the failure of the side plates.

Nowadays, with the spread of terrorist attacks in many parts of the world, the design approach to abnormal loadings, such as a blast load, has also become noted of design regulations. In recent years, the dual moment-resisting frame system with steel plate shear wall has been used in the design of structures as a load-bearing system and has several advantages such as low construction cost, rapid installation, high energy absorption potential, suitable ductility, Increasing stiffness and decreasing displacement have made the steel plate shear wall as a proper system for retrofing existing structures, so it is necessary to investigate the behavior of this system against blast loads. In this study, moment-resisting frame structures with and without steel plate shear wall (3, 6 and 9-story) were designed in 3D by ETABS software based on code guidelines and then two-dimensional side frame was extracted in order to be analyzed under the effect of blast loading in 2 scenario such as in-plane and out-plane frame with finite element ABAQUS software and finally the possibility of occurrence progressive collapse were investigated and compared. The results of the present study showed that steel plate shear wall dual system has a suitable performance in comparison to moment-resisting frame in the scenario "in-plane blast loading". It restricted the progressive collapse potential while in the scenario "out-of-plane blast loading" because of the blast load wave propagation in steel plate shear wall, then the moment frame has a better performance. Also, according to the Robustness Index (RI) comparison, with regarding to the in-plane and out-of-plane blast loadings, the steel plate shear wall and moment-resisting frame structures had the best performance, respectively.

Accurate determination of the collapse moment of structures by nonlinear analyses is one of the major challenges for engineers in the seismic design of buildings. Although, structural damage can be assessed at various levels, the collapse of buildings is one of the worst events in the construction industry where casualties reach their maximum. In this research, 3D steel moment-resisting frame structures with 4, 8 and 12 story with special ductility have been subjected to nonlinear analysis including nonlinear static analysis, incremental nonlinear dynamic analysis and finally to investigate their collapse capacity, the fragility curves were used and earthquakes were considered according to FEMA P695 instruction including a pair of 22 far fault records, 14 near fault records with pulse and 14 near fault records without pulse. The models are 3D structures designed in ETABS 2016 software. The design of the structures and their seismic criteria control are based on fully validated according to standard 2800 Fourth Edition. Nonlinear structural models are also created in 3D state in OpenSees2.5.0 software. The effect of stiffness and strength deterioration is considered based on the results of the experimental models and the collapse capacity of the three-dimensional structures of the special steel moment-resisting frame is investigated probabilistically. The results show that the collapse capacity of 4, 8 and 12-story structures is the highest under far fault earthquakes and the lowest under near fault earthquakes without pulse and among the low-rise structures, The 4-story has less collapse capacity. For example, in the 4-story structure, the structural collapse capacity at statistical level 84% under near fault with and without pulse and far fault ground motions is 3.21 g, 3.61 g and 4.14 g, respectively.

When a structure is exposed to an earthquake, depending on the severity of the earthquake, it may be completely destroyed or remain completely intact, or some of its members may become out of their stable state, and in any case, it may be damaged. The damage can be seen in decreasing the stiffness or increasing the softness and shifting the roof and by changing the drift of stories and hysteresis energy. In recent years, with advances in structural-earthquake engineering, advancing knowledge and experience about the seismic behavior of structures, new methods for evaluating the seismic behavior of structures have been proposed to express a damage amount and the quality of the damage requires the definition of the indicators of the damage. In this paper, the performance of a 10-story frame with three suitable lateral systems of moment frame (MF), concentric brace (CBF) and buckling restrained brace (BRBF) is investigated from the theoretical point of view of seismic damage index. Damage indices such as Drift, Park-Ang, Energy, Deformation, Roufaiel and Meyer and Banon Failure under near-fault earthquakes are calculated and compared based on nonlinear dynamic time history analysis using SeismoStruct 2018 software. Therefore, the seismic performance of these systems under near fault earthquakes can be properly investigated. The results showed that the values of the damage index BRBF were in the limited range and its performance is more appropriate compared to the other two systems.

There are several methods for structural analysis and design, one of which is equivalent to static analysis. There are limitations. 4 models are examined in this research, the general shape of the plan of a five-story frame, in the first sample is a regular frame, the second sample is a mass irregularity in the first floor, the third sample is a mass irregularity in the third floor and the fourth sample is a mass irregularity in the fifth floor and Its seismic loading has been studied using the standard design spectrum of 2800 fourth edition. Mass irregularities in the first floor with a difference of 45% were higher than other classes and mass irregularities in the third floor were 15% less than the regular sample. Dynamic time history analysis was performed using different near and far fault earthquakes. Responses of lateral and relative displacement were calculated for different stories and compared with the allowable values of the regulations. As a deductive result of this study, we can point to the conservatism of the equivalent static method in estimating the incision and the inability of this method to consider the shape of the load. The results show a decrease in the seismic capacity of structures with mass irregularities in height and therefore it is recommended to avoid creating mass irregularities in height as much as possible.