Time-history analysis

The expected seismic losses of structures with Rotational Friction Dampers (RFDs) are assessed by the Endurance Time (ET) method considering the optimal frictional moment of the devices. A practical method is proposed to obtain the optimal frictional moment of the dampers in multi-story structures at multiple seismic hazard levels. The ET method is used as the analytical tool in this research due to its ability to reduce the number of required analyses and providing good estimations of structural responses at various hazard levels. In order to investigate the effectiveness of the dampers, the life cycle costs of a weak steel structure equipped with optimal RFDs are compared with a standard structure with optimal RFDs and without RFDs. To this end, a comprehensive performance evaluation is performed on the structures based on FEMA P-58 methodology. The ET method is also used as a tool to assess the structural responses in the framework of this methodology. The probability of collapse, fatalities, and expected damage costs are estimated utilizing a Monte Carlo procedure considering uncertainties. Also, a cost-benefit analysis is performed to determine the payback period of investment for the additional cost of the rotational friction damping systems.

There has been a growth in extensive research aimed at examining the effects of seismic events on the performance of a structure. Buildings have a tendency to exhibit inelastic deformation in during seismic activities and post-elastic behavior. Hence, better insights of the performance of structure can be obtained by examining its post-elastic behavior. Non-linear static analysis (also known as Pushover Analysis) is an improved and effective modern way of examining structural performance in the event of potential seismic impact. Such an approach involves horizontally pushing a structure using a predetermined loading pattern which constantly increases over time thereby making it possible to determine the collapse conditions, associated lateral displacement and total applied shear force. It offers a sound Perception of Structural Performance against earthquake as well as damages suffered. Thus, pushover analysis makes it feasible to ascertain the responsive behavior of buildings in non-linear zones which is not catered for by conventional elastic designs.

Recent studies show that the effects of Soil Structure Interaction (SSI) may be detrimental to the seismic response of structure and neglecting SSI in analysis may lead to un-conservative design. Despite this, the conventional design procedure usually involves assumption of fixity at the base of foundation neglecting the flexibility of the foundation, the compressibility of soil mass and consequently the effect of foundation settlement on further redistribution of bending moment and shear force demands. The effects of SSI are analyzed for typical multi-story building resting on raft foundation. Three methods of analysis are used for seismic demands evaluation of the target moment resistant frame buildings: equivalent static load (ESL); response spectrum (RS) methods and nonlinear time history (TH) analysis with suit of nine time history records. Three-dimensional Finite Element (FE) model is constructed to analyze the effects of different soil conditions and number of stories on the vibration characteristics and seismic response demands of building structures. Numerical results obtained using soil structure interaction model conditions are compared to those corresponding to fixed-base support conditions. The peak responses of story shear, story moment, story displacement, story drift, moments at beam ends, as well as force of inner columns are analyzed.

The Seismic analysis of an Underground water tank with reinforced concrete staging structure is analyzed in this paper, UG tank are used for storage of fluid for different use as per requirement. As we know that earth quake can occurring any time anywhere which may cause a saviour damage to our structure which may leads to loss of economy and life. To reduce Effect and minimize the consequence of seismic wave we may design our structure according to IS code provision.The time-history assessment study, carried out by a detailed finite element simulation of the UG water tank. For the study of nonlinear dynamic analysis we have used SAP 2000 software for different seismic intensity.The result of the study shows the deflected shape of tank at different condition considered as empty and full. Time history method becomes necessary to ensure safety against earthquake forces.

A Research for high strength and better performance characterstics of floor and roof systems are designed to carry gravity loads and transfer these loads to supporting beams, columns or walls. furthermore, they play a key role in distributing earthquake-induced loads to the lateral load resisting systems by diaphragm action. when building structures are subjected to dynamic loadings, the induced inertial forces are transmitted through floor slabs and resisted by vertical structural components such as shear walls and frames. in this situation, the floor slabs function as diaphragms placed between the vertical components. in analysis and design of three dimensional structures under seismic loading, the diaphragms are frequently assumed to be perfectly rigid. in certain type of structures, however, this assumption is found to create significant discrepancy on the lateral load distribution.this discrepancy frequently occurs in frame-wall structures, in which the vertical components consist of shear walls with high storey stiffness and relatively flexible frames. therefore, in the present work analytical parametric studies are done on high rise structures with simple frame and plate frame structures.

As the world move towards the implementation of Performance Based Engineering philosophies in seismic design of Civil Engineering structures, new seismic design provisions require Structural Engineers to perform both linear and nonlinear analyses for the design of structures. While Linear Equivalent Static Analysis is performed for regular buildings up to 90m height in zone I and II, Dynamic Analysis should be performed for regular and irregular buildings in zone IV and V. Dynamic Analysis can take the form of a full nonlinear dynamic Time History Analysis or of a linear Response Spectrum Analysis. In present work, two multi storey buildings, one of six and other of eleven storey have been modeled using software package SAP 2000 12 for earthquake zone V in India. Six different types of shear walls with its variation in shape are considered for studying their effectiveness in resisting lateral forces. The paper also deals with the effect of the variation of the building height on the structural response of the shear wall.

El texto que aquí se presenta fue leído el 30 de agosto de 2017 en el Planetario de Bogotá como parte de la Serie de Conferencias organizadas por la Biblioteca Nacional de Colombia a propósito de la conmemoración de sus 240 años de existencia. El autor fue invitado para dar a conocer parte de su trabajo de investigación sobre un libro particular del Fondo Mutis de la Biblioteca titulado "Tratado General y Matemático de Reloxería" (1789 y 1791), escrito por don Manuel de Zerella y Ycoaga, relojero de la corte española. El propósito de la conferencia fue describir la materialidad del libro y señalar, mediante el caso de los ilustrados neogranadinos, la manera cómo este tipo de obras circularon, se emplearon y fueron leídas en el mundo hispanoamericano del siglo XVIII.

— The intention of this project is to evaluate (or) estimate the seismic analysis vulnerability and response of regular and irregular shaped multi-storey buildings context of India. Linear time history analysis has been performed to learn about the influence of shape of a building on its response to various loading. 10(ten) storied regular shaped (rectangular, and L-shape) and irregular shaped (Plan Irregularities, Vertical Irregularities, stiffness irregularity) buildings have been modeled using software ETABS 2016 for Hyderabad (seismic zone 2), India. Effect of dead load and live load on different shaped structure with Time history method has been meticulously analyzed considering the different shapes of building which has same mass. Comparative study on the maximum displacement of storey and centre of mass of different shaped buildings due to static loading has been explored. The base shear, displacement, response spectral acceleration and the earthquake displacement is analyzed in time history method. It is concluded that there is increase in bases shear, story displacement and story drift in irregular building than in regular building due to earthquake forces in the seismic zone ii using ETABS Software 2016.

Finite Element Analysis of the tall slender RC structure with RC shear wall, Steel Plate Wall, Bracings And without any lateral force resisting system has been carried out to study. The behavior of tall RC structure in terms of time period, base shear, Mode shape, story displacement & story drift. Due to Application of various Time history Earthquake loading is studied. The three dimensional model has been considered and analyzed for the gravity loading, seismic loading, for seismic loading both Response spectra Method and Time history Method has been carried out IS 1893:2002 has been used for seismic loading calculation and analysis.

— Elevated water tanks are one of the main lifeline elements and are considered as the structures of high importance. It has large mass concentrated at the top of slender supporting structure hence extremely vulnerable under lateral forces due to earthquake, their serviceability performance during and after strong earthquakes is a matter of concern. The present work aims at checking the adequacy of water tank for the seismic excitations and to understand the behavior of supporting system which is more effective under an earthquake record for seismic zone IV. Different types of staging patterns with varying heights and cross sections are analyzed by using Non Linear Dynamic Time History analysis using E-tabs 2016 software. study is extended for different staging patterns i.e. Hexagonal and cross bracing, Square and radial bracing for staging height 16m and square column.

En este artículo el autor nos da a conocer un tipo de mercancía de la cual no se tenía mayor noticia para este territorio, señalando el tipo de relojes que llegaron, los lugares donde se ubicaron y el significado social de su uso. El texto propone que el reloj introdujo la noción cuantitativa del tiempo mediante su circulación, la cual condujo a la aparición de nuevas posturas y formas de distinción social que de alguna u otra manera terminaron por afianzar la cronometría como una práctica habitual. Con ello el autor liga, a través de los múltiples usos que tiene este objeto, el tiempo de la metrópoli con la vida cotidiana de la Nueva Granada, instituyéndose así el tiempo del reloj como el tiempo “natural”.

This paper investigates and compares the behavior of steel braced structures with the help of time history analysis with the purpose of designing the most effective steel structure for resisting the lateral loads caused by earthquakes. In this study, a ten-storied building comprising of 2800 sqft plan area was first designed with sophisticated finite element software called SAP 2000 V14 by incorporating gravity load as per BNBC. The building was optimally redesigned with concentric and eccentric bracing system. Earthquake data of Imperial Valley for four different magnitudes such as 5.0, 5.5, 5.6 and 6.95 have been selected for time history analysis. The parameters for the study were column bending moment, shear force and joint displacement. It is concluded from observing the results of dynamic analysis that the cross braced structure carries higher bending moment and shear force at base of corner column than the other two cases. The cross braced structure gives small displacement than unbraced type of structure which is 0.21 inch. Concentrically braced structure is 1.05 times and unbraced structure is 1.15 times of the weight of the eccentrically braced structure. So the study concludes that eccentric braced is more economic than cross braced system but the cross braced system is considered safer due to the displacement, moment and shear being more than that of eccentric braced structure.

From past earthquakes it is observed that if the structures are not properly analyzed and constructed with required quality, then it may lead great destruction and loss to human lives. It has been proved that many of structures are fully or partially damaged due to earthquake. This fact was never ignored while design of multistoried buildings by the structural engineers, researchers to ensure safety against earthquake forces while erection. So, there is need to determine seismic responses of such buildings. Seismic analysis of the structure is carried out for determination of seismic responses by time history analysis which is one of the important techniques for structural seismic analysis especially when the evaluated structural response is non-linear in nature. To perform such an analysis, a representative earthquake time history is required for the structure being evaluated. In this present work non-linear dynamic analysis of G+10 storied RCC building having mass irregularity considering different time histories is carried out. Here a G+10 stories building with mass irregularity has been modeled for seismic analysis and Elcentro earthquake time history and Kobe earthquake time history have been used. This paper highlights the effects on floor which has different loads (mass irregularity) in multistoried building with time history analysis by ETABS 2016 software.

— Base isolation (BI) is a technique that has been used around the world to protect the building structures from the damaging effects of earthquake. The installation of isolator in building at base level considerably increases the time period of the structure, which means it reduces the possibility of resonance of the structure giving rise to better seismic performance of the building. The analysis is performed to compare the effectiveness of base isolation in regular and irregular multi-storied RC frame building. For this study, 15 storied R.C frame building has been considered and Time History analysis is carried out using ETABS software version 2013. The Lead Rubber Bearing (LRB) is designed by considering the maximum gravity load coming on the column at the base and the same has been used for analysis. The results obtained from the analysis are compared in terms of time period, base shear, story displacement and story acceleration. Time period for the base isolated structures are higher than that of the fixed base structure. Due to the presence of isolator, base shear and story acceleration are significantly reduced in each direction (X and Y direction) as compared to fixed base building. When compared to base isolated regular building the plan irregular (re-entrant corner) and vertical irregular (vertical geometric irregular) base isolated building gives better performance. Keywords— Base Isolation, Time History Analysis, lead rubber Bearing, UBC 97 code, ETABS 2013, Base shear.

The Lombok and Palu Earthquakes that have recently occurred in Indonesia caused
significant damage. Earthquakes are closely related to damage, landslide, and the loss
of life and economy. However, the causes of these things are not solely due to the
earthquake itself. The cause loss of life and economy caused solely due to the collapse
of buildings that built by humans during an earthquake. To reduce impact loss of life and
economy, Performance Based Seismic Design (PBSD) using based isolator can be one
of the solution. By using PBSD economic considerations the cost of repair after an
earthquake can be predicted. In this study, modeling 12-storey reinforced concrete
buildings located in Yogyakarta Indonesia stands on soft soil using base isolator High
Damping Rubber type (HDR HH090X4S, thickness 20 cm product of Bridgestone). The
average of non-linear dynamic time history analysis of seven ground motion respectively
Denali earthquake 2002, Imperial Valley 1940, Kobe 1995, Loma Prieta 1989,
Northridge 1994, San Fernando 1971, Superstition Hills 1987 was conducted. Seismic
response modification coefficient R was taken respectively 2.5, 3.5, 5.5, and 8. From
these coefficients, the performance of the building is obtained with R 2.5 and R 3.5
performance building in the category of immediate occupancy, R 5.5 and R 8 Category
damage control. Thus the building with R 2.5 and R 3.5 according to FEMA 273 will
produce a building with a repair cost of 25% and repair time only 1 day, so that after
the earthquake the building can resume normal operation.

This dissertation work describes a methodology for the analysis and design of Reinforced Concrete (RC) tall bridge piers with various cross sections (Solid Circular and Double Cylindrical) and its foundation, which are typically used in deep valley bridge viaducts. Piers are usually considered tall when the shaft has a height of 30 m or more. Three different cross sections of tall piers have been studied for road bridges varying 30m and 100m in height and also varying grade of concrete from M40, M50, M60 and M70 of pier. Cost comparison has been carried out of tall pier road bridges. The aim of this study is to generate database for preliminary design of tall pier R.C. bridges under seismic loading. Using the database, the user would be able to establish design of the bridges, given the structural scheme and other design parameters, Understanding the behaviour of tall pier bridges under seismic condition and also Design of Pier as per IRC: 112-2011 (Limit State) and Design of Pile Foundation as per IS: 2911-2010 part-II. The study report contains charts that represent material quantities and cost for initial estimates for different types of pier forms for tall bridges. From the study it seems that most suitable pier height for tall bridges is in between 70 m to 80 m. It also represent that most efficient L/D Ratio is in between 21 to 22.5.

Damage-induced changes in the structure dynamic properties are commonly tracked with time-frequency representations (TFR). One of the most widely accepted tools for determining a TFR is the Continuous Wavelet Transform (CWT). The success of the CWT analysis is highly dependent on selecting the most appropriate values for the parameters that define the mother wavelet. This article presents a detailed analytical and numerical study to select optimal wavelet parameters using the Complex Morlet Wavelet (CMOR) and the Gabor Wavelet. The results obtained suggest that it is possible to define optimal parameter values based on identification target, instantaneous frequency, or average damping ratio. This reduces the computational cost of a reliable CWT analysis when compared with the currently employed iterative methodologies based on minimal Shannon entropy criterion.

The elevated cylindrical storage silos are lifeline structures and strategically very important, since they have vital use in industries. Silos are special structures subjected to many different unconventional loading conditions, which result in unusual failure modes. In addition silos are cantilever structures with the material stacked up very high vertically. The earthquake response of silo structures for the storage of bulk solids differs for elevated silos and silos supported directly on the ground. The walls of different type of silos are subject to earthquake loads from the stored mass, and these may substantially exceed the pressures from filling and discharge. The assessment of horizontal action of ensiled material due to seismic vent seems to be particular interest. This paper is concerned with the earthquake response of these structures, which has received little attention to date. A cylindrical silo wall and bulk solid is modeled by three dimensional finite solid l elements. The interaction effect between the silo wall and bulk solid is taking account by using the nonlinear approach proposed by Duncan and Chang. A then interface layer proposed by Desia is applied to describe the phenomena taking place on the surface between the granular material and silo wall. Coulomb's friction low was used for modeling of wall friction. An incremental iterative finite element technique is applied for dynamic analysis of wheat silos using SAP2000 structural software package. In this research seven reinforced concrete silo models with different height to diameter ratios were studied and analyzed in time history by using earthquake acceleration 0.5g applied to silos models. The resulting finite element silo pressures as the silo is full with and without earthquake excitation are compared with theoretical filling and discharging pressure. The result obtained revealed that the elevated silos response is highly influenced by the earthquake characteristics and is depending on the height to diameter ratio. Also the findings indicate that the squat silo (large diameter and height) are more resistance to the earthquake and more economical. The seismic responses of the elevated wheat silo such as top displacement, normal forces, shearing forces and bending moments in silo support have been assessed for earthquake records.

— In this paper study of nonlinear dynamic time history analysis of Twenty three storied RCC residential building considering different seismic/earthquake intensities is carried out and response of such building due to earthquake is studied. The building under consideration is modeled with the help of SAP2000V.14.00 software. Five different time histories have been used considering seismic intensities V, VI, VII, VIII, IX and X on Modified Mercalli's Intensity scale (MMI) for developing the relationship between seismic intensities and seismic responses. The outcome of the study shows similar variation pattern in Seismic responses i.e. base shear and storey displacements with intensities V to X. From the study it is recommended that analysis of multistoried RCC building using Time History method became necessary to ensure safety against earthquake force.

After Gujarat Earthquake and other earthquakes in India, there is a nationwide attention to the seismic vulnerability assessment of existing buildings. The fundamental design concept of earthquake resistance design of structures is to make strong column-weak beam construction to ensure safety of user means during earthquake beams yield before columns collapse. Many buildings that collapsed during the past earthquake exhibited exactly the opposite strong beam weak column behaviour means columns failed before the beams yielded mainly due to soft storey effect. The buildings with soft storey are very susceptible under earthquake load which create disasters. Due to uses of vehicles and their movements at ground levels infill walls are generally avoided in parking plot, which creates soft storey effect. It should be noted that 70 to 80 % of buildings of urban areas in India fall under the classification of soft storey structure according to IS 1893 (2002) Part-I. The open ground storey or soft storey is both a soft and a weak storey. For proper assessment of the storey stiffness of buildings with soft storey, different models G+5 and G+11 will be analyzing using software. Evaluation of the storey stiffness due to soft storey of multi storied building considering various models will be presented in final phase of project.

This thesis aims to analyze the subject of historical time implicit in the theory of the spectacle, by means of the theory of crisis related to the theory of value-dissociation. Such an endeavor relied especially upon chapters V and VI from Guy Debord’s “The society of the spectacle” (1967) (but also, to a certain extent, made use of pre-situationist, situationist, and post-situationist works), carrying out a study of time and history registered in some of his most remarkable influences, such as Marx, Hegel, Feuerbach, and Lukács, following a critique of commodity fetishism. It is understood that in a non-orthodox fashion composed for a Debordian explanation of historical time contributed to a critique of social time much too distant from Marx’s époque, although situated under the specificity of fetish-capital. The critique of spectacular time, highlighted by the situationists themselves, firstly was activated with a views to surpassing art, which led to the critique of the spectacle per se, right in the middle of the interval of the Situationist International operations (1957-1972). The purpose of this articulation was found in a Kurzian assumption that the 20th century presented a higher level of historical alienation, that is, the spectacular alienation, peaking in what he called ‘collapse of modernity’. Provided that, together with Scholz, his body of theory (also thought within the contribution of Moishe Postone and Alfred Sohn-Rethel) worked herein as a causa movens for the situationist view of time, his own understanding of social time was asserted as well. Thus, the motif was not understood since what a theory could enable another in what could be said, but rather within what could be said regards to the immanence of the time subject related to both bodies of theory. Firstly, the inquiry unfolded from what could be referred to as historical time of capital, so that afterwards an analytical typification of the spectacular time of obsolescence and a time of the collapse of modernity could be structured independently; both of them potentially operating as an introductory study of the historical obsolescence of the commodity and of capital, in its sociotemporal dimension.

Esta tese objetiva analisar a temática do tempo histórico contida na teoria do espetáculo à luz da teoria da crise localizada na teoria do valor-dissociação. Para tanto, tal investigação demorou-se, sobretudo, nas letras dos capítulos V e VI de “A sociedade do espetáculo” (1967) de Guy Debord (mas também, em alguma medida, na obra pré-situacionista, situacionista e pós-situacionista), empreendendo uma leitura do tempo e da história atestada em algumas de suas influências mais notórias, como Marx, Hegel, Feuerbach e Lukács, na trilha da crítica do fetichismo da mercadoria. Entendeu-se que a maneira não-ortodoxa composta para a elucidação debordiana do tempo histórico contribuiu para uma crítica do tempo social por demais distinta do tempo de Marx, ainda que situada sob a especificidade do fetiche-capital. A crítica do tempo espetacular, lugar de destaque para os situacionistas, em um primeiro momento ativou-se na via de intento de superação da arte, a qual desembocou na crítica do espetáculo propriamente dita, em meados do intervalo de funcionamento da Internacional Situacionista (1957-1972). O motivo desta articulação se deu a partir da premissa kurziana de que o século XX passou a viver sob um maior grau de alienação histórica, i. e., a alienação espetacular, culminando no que ele chamou de ‘colapso da modernização’. Uma vez que, juntamente com Roswitha Scholz, sua teoria (também pensada, para os limites deste estudo, desde as contribuições de Moishe Postone e Alfred Sohn-Rethel) funcionou aqui como causa movens para a visada situacionista do tempo, perquiriu-se, também, a sua própria forma de entendimento do tempo social. A motivação, portanto, não se deu apenas a partir do que uma teoria pudesse capacitar outra em dizer, mas desde o que se poderia dizer na imanência do campo temático do tempo atinente a tais arcabouços teóricos. Primeiramente, o questionamento se desdobrou a partir do que viria a ser o tempo histórico do capital, para mais tarde compor uma tipificação analítica do tempo espetacular da obsolescência, assim como do tempo do colapso da modernização; todas operando potencialmente como um estudo introdutório do obsoletismo histórico da mercadoria e do capital em sua dimensão sociotemporal.

Soft Storey is a common structural system of construction of RC frame in India. In this paper, a comparison has been made between the performance of the structure, braced with masonry and steel at the ground floor. This paper presents result from an extensive study investigating the seismic performance of soft storey building modelled in SAP2000. The infills are modelled as bracings. The bracings are provided at the outer peripheral columns. The response of the structure against lateral loading can be observed and the displacement is measured by using software SAP2000. The observation and results includes the drift analysis obtained by the analysis of the structure considering soft storey, masonry and steel braced wall. It was observed that inter-storey drift is maximum at the ground floor. In time history analysis inter-storey drift was found to be maximum in ground floor, then it gradually decrease in steel braced structure and lowest in masonry braced structure. In the case of pushover analysis the drift was found to be maximum in ground floor and it gradually decreases in masonry braced structure and lowest in steel braced structure.

Intake towers are typically tall, hollow, reinforced concrete structures and form entrance to reservoir outlet works. A parametric study on dynamic behavior of circular cylindrical towers can be carried out to study the effect of depth of submergence, wall thickness and slenderness ratio, and also effect on tower considering dynamic analysis for time history function of different soil condition and by Goyal and Chopra accounting interaction effects of added hydrodynamic mass of surrounding and inside water in intake tower of dam

Intake towers are typically tall, hollow, reinforced concrete structures and form entrance to reservoir outlet works. A parametric study on dynamic behavior of circular cylindrical towers can be carried out to study the effect of depth of submergence, wall thickness and slenderness ratio, and also effect on tower considering dynamic analysis for time history function of different soil condition and by Goyal and Chopra accounting interaction effects of added hydrodynamic mass of surrounding and inside water in intake tower of dam

Cross bracing frames (CFs) are employed as traditional passive energy dissipating devices, which are placed into the moment-resisting frames of the Benchmark building picked for analysis purposes. These devices are widely used, easy to construct, and inexpensive to contribute better seismic protection for existing and new buildings as compared to complex control systems like active/passive Tuned Mass Dampers (TMDs) and so on. Therefore, in this research, the best three-predetermined CFs placements are selected, and the time history analyses are made under bi-directional seismic loads such as two orthogonal excitations of El Centro in 1940, North-Ridge in 1994, and Kocaeli, Turkey in 1999. In conclusion, the obtained results show that integrating CFs into MRFs should be made by taking into consideration eliminating eccentricity in the seismic design; otherwise, they can lead to an increase in the possibility of structural damages.

The Lombok and Palu Earthquakes that have recently occurred in Indonesia caused
significant damage. Earthquakes are closely related to damage, landslide, and the loss
of life and economy. However, the causes of these things are not solely due to the
earthquake itself. The cause loss of life and economy caused solely due to the collapse
of buildings that built by humans during an earthquake. To reduce impact loss of life and
economy, Performance Based Seismic Design (PBSD) using based isolator can be one
of the solution. By using PBSD economic considerations the cost of repair after an
earthquake can be predicted. In this study, modeling 12-storey reinforced concrete
buildings located in Yogyakarta Indonesia stands on soft soil using base isolator High
Damping Rubber type (HDR HH090X4S, thickness 20 cm product of Bridgestone). The
average of non-linear dynamic time history analysis of seven ground motion respectively
Denali earthquake 2002, Imperial Valley 1940, Kobe 1995, Loma Prieta 1989,
Northridge 1994, San Fernando 1971, Superstition Hills 1987 was conducted. Seismic
response modification coefficient R was taken respectively 2.5, 3.5, 5.5, and 8. From
these coefficients, the performance of the building is obtained with R 2.5 and R 3.5
performance building in the category of immediate occupancy, R 5.5 and R 8 Category
damage control. Thus the building with R 2.5 and R 3.5 according to FEMA 273 will
produce a building with a repair cost of 25% and repair time only 1 day, so that after
the earthquake the building can resume normal operation.

Recent earthquakes have enforced the engineering community to design seismically more efficient buildings through the energy dissipation systems. For this purpose, this paper investigates the seismic behavior of a high-rise building with a series of base isolation systems. Firstly, a 20-storey steel frame is selected as a fixed-base building, and then equipped with lead rubber bearings (LRBs). In the modelling of LRB, isolation period is alternatively varied as 4, 4.5, and 5 sec to evaluate the effectiveness of the isolator characteristic on the seismic performance of the high-rise base-isolated buildings. The seismic responses of the fixed-base and base-isolated buildings evaluated through a series of time-history analyses are performed using natural ground motion records. The analysis results are compared using engineering demand parameters such as storey displacement, isolator displacement, relative displacement, roof drift, interstorey drift ratio, absolute acceleration, base shear, base moment, input energy, and hysteretic curve. It is revealed that adjusting the isolation period in the design of LRB improved the seismic performance of the base-isolated high-rise steel buildings.

The paper discusses the seismic assessment of Mallorca cathedral in Spain. This cathedral is an audacious Gothic structure built on the island of Mallorca during 14th-16th centuries, characterized by its large dimensions and slender structural members. For that purpose, different analysis methods were used. A 3D Finite Element (FE) model of the cathedral was created and then updated based on in-situ dynamic identification tests. Nonlinear static (pushover) analysis was firstly carried out applying the seismic loads in the longitudinal and transversal directions of the cathedral considering both positive and negative signs. The pushover results were compared with the results of the kinematic limit analysis as a way to cross check the seismic safety assessment. Although for such a large historical structure, the nonlinear time-history (dynamic) analysis requires a very high computer effort, an attempt to perform this type of advanced analysis was carried out. KEYWORDS: Seismic assessment, Mallorca cathedral, pushover analysis, non-linear dynamic analysis, limit analysis 42 A. ELYAMANI et al.

This study investigates the influence of the friction pendulum bearing (FPB) isolator characteristics on the
nonlinear response of the buildings under various seismic excitations. To represent a wide range of assessment,
3, 6, and 9-storey steel framed buildings with twenty seven different isolation models of FPB were studied by
identifying the local and global deformations. Three important parameters such as isolation period T (as 2, 2.5,
and 3 s), effective damping ratio ß (as 0.05, 0.15, 0.25), and yield strength ratio Fy/W (as 0.025, 0.05, and 0.10)
were used in the modelling of FPB. Two-dimensional model of the base-isolated steel frames were created and
the nonlinear time history analysis was performed through a number of earthquake ground motions. The behaviour
of the isolated frames was measured by the variation of isolator displacement, roof drift ratio, relative
displacement, interstorey drift ratio, absolute acceleration, base shear, base moment, hysteretic curve, and
dissipated energy. The benefits obtained through the adoption of the base isolation system were discussed. It was
found that the seismic response of the base-isolated frames could be estimated accurately by adjusting the proper
isolation period, yield strength ratio, and effective damping ratio for the case studied structures.

Earthquake is one of the biggest threats towards the building, so it needs to be designed with calculating the earthquake loads that happened. The finite elements can obtain the structure response such as displacement, velocity, and acceleration that happened because of an earthquake. The study aims to predict structural damage using structure response data with short relative analysis time than analyzing by each. The research used 5 (five) earthquake data with different high-intensity magnitude. The finite element generated ANN data is 14534 data. In this research, the composition used for training, validating, and testing is 60%,15%, and 25% by each. The input data consist of time, acceleration in x and y directions, velocity in x and y directions, and also displacement in x and y directions. Meanwhile, the target data are structure performance determined by FEMA 356 and story drift for x and y directions. The result indicated the regression value by ANN analysis reached 97,379%. Evaluation results by ANN show that Log-sigmoid transfer functions are small enough and show the smallest error value (MSE) approximately 3,9774 E-07. Therefore, ANN analysis with the Log-Sigmoid transfer function can be used to predict the performance level of the structure appropriately and accurately. The method can be recommended tools for structural engineers and building designers in designing earthquake-resistant buildings.

The optimum seismic design of structures is one of the biggest issues for engineers to build resistant and economic structures. In this research, the application of the endurance time method in optimum performance design of steel moment-resisting frames using the uniform deformation method is evaluated. First, three steel moment-resisting frames with 3, 7 and 12 stories are considered. After that, the structures are optimized by endurance time method analysis and the uniform deformation theory, under a series of acceleration functions. Also, results are compared with the results of time history analysis based on earthquakes. The results revealed that endurance time method and time history analysis of earthquakes at low and moderate seismic hazard levels are well matched, while this adjustment does not exist for high seismic hazard level. In addition, the optimum structure at one hazard level does not lead to optimum structure in other hazard levels. To have the best performance at different hazard levels, the frames should be optimized at the moderate seismic hazard level. In order to optimize the structure at all seismic hazard levels, the GAP dampers can be used. These dampers should be effective after a specified drift at the lower seismic hazard level. In addition, the best values for convergence power of the uniform deformation method are between 0.05 to 0.15 for this purpose. By using such dampers, it is possible to have uniform drift distribution at different seismic hazard levels.

The seismic response of a highly heterogeneous hydraulic fill dam was evaluated by studying the natural frequencies of the first and second modes of vibration and analyzing the crest accelerations of different two-dimensional or 2D sections of the dam when subjected to two different earthquake excitations. The existing methods for determination of the natural frequency of earthen embankment structures can only be used to analyze the structural response at small strain levels. However, during seismic events, the natural frequency of an earthen dam is significantly affected by the nonlinear material behavior exhibited by the geomaterials at high strain levels. Hence, a novel method was devised to evaluate the strain-dependent natural frequency for plane strain 2D dam sections, using a synthesized multi-sine base excitation. The degradation of first and second natural frequencies of transverse vibration for all the 2D sections followed a linear trend when plotted against the respective crest's root mean square strain on a logarithmic scale. The slope of the degradation curve was found to depend on the constituent material properties prevalent in the individual sections. The observed variations in natural frequencies and crest accelerations of the 2D dam sections were also used to assess the suitability of using two-dimensional plane strain analyses for studying the response of a long earthen dam having variability in material properties. Results indicate that there is a considerable chance of erroneous estimation of the seismic response of such highly heterogeneous earthen dams that are conventionally analyzed using plane strain models. A 2D analysis was found to merely capture the seismic response of the individual sections of the dam as independent entities while ignoring the stiffening or weakening effect of the adjacent neighboring segments that may have different material properties.

Sérgio Buarque de Holanda and José de Souza Martins built different conceptions of border to analyze different historical times. However, although they differ there are also similarities in their buildings. This study aims to visualize, in the discursive practice, constructions of borders conceptions, fronts and historic times of Souza Martins in
Colorado do Oeste (re)occupation, now, a town in the state of Rondônia; and also check the possibility of approaching Buarque de Holanda’s border conception for this historical time. To accomplish this activity we use speeches on the land situation in Rondônia given by Congressman Jerome Santana in 1977, the House of Representatives. Driven by the
economic frontier, the "poor settlers" of Project Colorado, subjects of the expansion front, faced not only these "borders", but also individuals from different historical temporalities. Therefore, these people lived and suffered the most different historical experience.

The main objective of this project is to protect the building by designing it as earthquake resistance structure. "Base Isolation'' is one of the most widely accepted seismic protection system used in building a structure in an earthquake-prone area. There are many types of base isolation systems but Lead Rubber Bearing (LRB) is used as base isolation system in this project, LRB is most widely used as isolation system for a building. So, in this paper, we analyzed the structure with base isolation by using E-Tab software & by adopting a Time History Analysis Method. Base Isolation system for the building is introduced to decouple the building structure from potentially damaging effect by earthquake motion and to make a comparison between the isolated base & fixed base building.

Chimneys are generally provided in the industries to discharge pollutants into the atmosphere at certain heights and velocities that the pollutants do not harm the environment. The heights of the chimneys are increased to lessen the atmospheric pollution. The changes in the dimensions may have the influence on the dynamic properties of chimneys this paper deals with the literature review of different authors on seismic behavior of reinforced concrete chimney. The object of this study is to modal analysis in ANSYS using Time history and to find optimum (best suited) chimney for different loads, stresses and material properties.

The objective of the paper is to present a review on analysis of Multi-Storey Framed Structure and to create a comparative study in effect of Soil Structure Interaction (SSI) for various zones. The RCC Framed Structure is subjected to various loading and the structure is then analysed using ETAB2016.

This study analyzed the developments in Adana-Mersin highway infrastructure in parallel with the increase in the economic capacity of Çukurova as of the second half of the nineteenth century. The only significance of the Çukurova region, which did not have economic value until the nineteenth century, was that it was located on the long-distance highway from Anatolia to Syria. It has changed since the second half of the nineteenth century, and the economic value of the region has increased rapidly. It has now transformed into a place that produces for the market. The highway between Adana and Mersin Port has gained importance due to the region's economic value increase. Adana was the most important settlement in the region and was not by the sea. Mersin would host its most important port. Goods coming from outside and going out of the area were transported by ships over Mersin Port. Thus, the need for transportation between Adana and Mersin Port has increased with the region's economic value. As a result of the increasing need for transportation, the necessity of developing the highway has arisen. The first road between Tarsus and Mersin Port was built in 1853. Then, a better highway was built between Adana-Tarsus-Mersin Port in 1876. However, transport infrastructure has lagged behind the growth rate of the economic capacity of the region. The transportation system based on large mammals such as camels could not meet the shipping need of current production. Thereupon, a railway was built between Mersin Port and Adana in 1886. Thus, there has been a switch from the transportation system based on large mammals to a motor transportation system with the pressure of economic growth in the region.



Bu araştırmada, Çukurova’nın on dokuzuncu yüzyılın ikinci yarısından itibaren ekonomik kapasitesinin artmasının paralelinde Adana-Mersin karayolu altyapısındaki gelişmeler incelenmiştir. On dokuzuncu yüzyıla kadar ekonomik değeri olmayan Çukurova bölgesinin, tek önemi Anadolu’dan Suriye’ye doğru giden uzun mesafeli karayolunun üzerinde bulunmasıdır. Bu durum on dokuzuncu yüzyılın ikinci yarısından itibaren değişmiştir, bölgenin ekonomik değeri hızlı bir şekilde artmıştır. Artık piyasaya ürün üreten bir yere dönüşmüştür. Bölgenin ekonomik değerinin artmasıyla birlikte Adana ile Mersin Limanı arasındaki karayolu önem kazanmıştır. Çünkü Adana bölgenin en önemli yerleşim yeridir ve deniz kenarında değildir. Mersin ise bölgenin en önemli limanına ev sahipliği yapar. Bölgeye dışardan gelen ve bölgeden dışarıya gidecek eşyalar, Mersin Limanı üzerinden gemilerle taşınmıştır. Böylece bölgenin ekonomik değerinin artmasıyla Adana ile Mersin Limanı arasındaki nakliye ihtiyacı artmıştır. Nakliye ihtiyacının artmasının sonucunda karayolunun geliştirilmesi zorunluluğu doğmuştur. İlk olarak 1853’te Tarsus ile Mersin Limanı arasındaki yol yapılmıştır. Daha sonra 1876’da Adana-Tarsus-Mersin Limanı arasında daha iyi bir karayolu inşa edilmiştir. Ancak, ulaşım altyapısındaki çalışmalar bölgenin ekonomik kapasitesinin büyüme hızının gerisinde kalmıştır. Deve gibi büyük memeli hayvanlara dayalı ulaşım sistemi, mevcut üretimin nakliyesini karşılayamamıştır. Bunun üzerine 1886’da Mersin Limanı ile Adana arasında demiryolu yapılmıştır. Böylece bölgede ekonomik büyümenin baskısıyla, büyük memeli hayvanlara dayalı ulaşım sisteminden motorlu ulaşım sistemine geçilmiştir.

This research had as main objective to make the nonlinear dynamic modeling on RC 5 story building in Managua city, designed with the Nicaraguan RNC07 building code, and was developed in two main stages. First stage (Design), in this part of the building design was done with the Nicaraguan RNC07 building code, using the equivalent static method and the modal spectral analysis both included in the RNC07, using the program ETABS ultimate V15.0.0. Second stage (modeling), this part of the nonlinear dynamic analysis time history according to FEMA273 in the program STERA3D using records of earthquakes Managua 1972, Kobe and the Centre, also scaled the Managua earthquake of 1972 scaled up to reach a value of PGA of 0.6g taking reference previous studies that indicating that higher accelerations to 0.5g are possible in some parts of the city of Managua. The results obtained in modeling clearly show damage to the structural elements when enter in the plastic range and obtain permanent deformation, damage that cannot be appreciated with linear analysis, which makes clear the importance of the review of damage not only by story drift but also for performance analysis like nonlinear static analysis (pushover) and nonlinear dynamic analysis (time history).

Many researchers have already acknowledged that the base isolation system as the most feasible and economical method for civil engineering structures exposed to the seismic excitation. The Friction Pendulum Systems (FPS) have steel concave surface connected with articulated friction slider and utilized the concept of pendulum for lengthening the period of the superstructure so as to dissipate the seismic energy. The present study investigates on various design approaches for the evaluation of the seismic response of steel frames equipped with FPS. The response of isolated frames is simply adjusted by several parameters such as the friction coefficient (μ), the radius of curvature (R), the isolation period (T) and the axial load and so 2D, three bay 3 and 7-storey steel moment resisting frames (SMRF) are designated as isolated frames in order to examine the effect of variation of the R and the friction coefficient on the seismic response of the isolated frames. The R and μ are predefined as 1, 1.55, 2.25 and 0.025, 0.05, 0.1, respectively. The seismic response of the modelled isolation systems has been evaluated through nonlinear time history analyses, a set of ground motions using SAP2000 software. The local and global deformations are employed to compare the seismic performance of different isolation frames through nonlinear analysis. The results showed that the isolated frames having greatest radius of curvature with lowest friction coefficient exhibited better seismic performance than other models in terms of the local and global deformations.

Following Part I, the response of the seismically isolated building at short span direction are calculated following the procedures based on Japanese building code. Although a simplified design procedure based on equivalent linear analysis is also permitted in this case, the procedure of time history analysis is used to compare the results of Chinese code. The same three input motions are adopted in addition to the recorded earthquake waves usually used in Japan whose peak velocity is normalized to 500 mm/s. The maximum response values of these six input motions are taken as design values. For time history analysis, the super-structure is modelled as a nonlinear shear type multiple-degree-of-freedom system, where a degrading tri-linear (TAKEDA) model is used. The shear elements are obtained by a static push-over analysis based on the same super-structure, where the material properties of steel bar and concrete, and evaluation equations of beam and column elements are based on the Japanese design method. The base isolation system is modelled as a shear system, with a normal bilinear property. The varying-stiffness proportional type damping is assumed, where the ratio is 3% for the super-structure (fixed-base model), 0% for shear element of the isolation system. The deformation of the isolation system and the drift angle of the super-structure are settled as the design performance target. The deformation of the isolation system is settled in the safety deformation range both for permanent load and temporary earthquake load. The drift angle of the super-structure is settled to be smaller than 1/150. The acceleration response is settled to be smaller than 250 cm/s2. Since the Chinese style isolation system shown in Part I is difficult to achieve these targets, a Japanese style isolation system is proposed, which has longer natural period. 14 rubber bearing and 14 elastic sliding bearings are used in the isolation system to obtain small response. Two oil dampers are adapted to restrain the displacement response. Japanese style isolation system and Chinese style isolation system give totally different responses. An elastic super-structure model leads wrong response results. It is important to use a non-linear super-structure model to verify the response of a seismically isolated building.

The main aim of this paper is to promote that by adding continues intermediate beam on both sill level and lintel level the earthquake resistance of a structure will be improved. We will apply time history function for a structure and analysis the structure for base shear and moment on X, Y and Z axis of a structure. By applying the Time History Function for both Conventional and modified structure, we will compare the results and we can find the improved resistance of the structure.