Relevant bibliographies by topics / Nonlinear time-history analyses

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers

Academic literature on the topic 'Nonlinear time-history analyses'

Author: Grafiati
Published: 4 June 2021
Last updated: 29 January 2023

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Journal articles on the topic "Nonlinear time-history analyses"

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Al-Jubair, Haider S., and Fareed H. Majeed. "Analyses of Base Isolated Buildings; Nonlinear Modal Time History Versus Codes' Methods." Tikrit Journal of Engineering Sciences 24, no. 3 (September 30, 2017): 55–62. http://dx.doi.org/10.25130/tjes.24.2017.32.

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Tran, Quang Huy, Jungwon Huh, Van Bac Nguyen, Achintya Haldar, Choonghyun Kang, and Kyeong Min Hwang. "Comparative Study of Nonlinear Static and Time-History Analyses of Typical Korean STS Container Cranes." Advances in Civil Engineering 2018 (August 16, 2018): 1–13. http://dx.doi.org/10.1155/2018/2176894.

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Ship-to-shore (STS) container gantry cranes, used at terminals for loading and unloading containers from a ship, are an important part of harbor structures. The size and weight of modern STS container cranes are increasing to satisfy the demand for bigger ships. This is expected to result in more lateral load when excited by seismic motions. The existing Korean STS container cranes did not behave properly during several recent moderate earthquakes in South Korea. Typical Korean STS container cranes must be checked for the earthquake-resistant capacity. In this research, two nonlinear static analyses procedures, also known as pushover analyses, commonly used for seismic design of buildings, namely, capacity spectrum method and equivalent linearization method, are comprehensively studied to check their suitability for studying seismic behavior of STS cranes. Results obtained by these two nonlinear static analysis methods are then compared with the results obtained by nonlinear time-history analyses of the STS cranes by exciting them with nine recorded earthquake time histories around worldwide. The behaviors of the cranes are analyzed in terms of the total base shear, drift, and base uplift. The comparisons indicate that the nonlinear static methods can be appropriate for estimating the total base shear and drift of the portal frame of a container crane. The pushover analyses also provide information on performance levels as defined in ASCE/SEI 41-13, of a typical Korean STS container crane. Furthermore, it is observed that the uplift response of the crane is strongly influenced by the duration of an earthquake.
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Abbas, Rafaa M., and Ahmed Sada Dheeb. "Deterministic Wind Load Dynamic Analysis of High Rise Steel Buildings Including P-Delta Effects." Association of Arab Universities Journal of Engineering Sciences 26, no. 1 (March 31, 2019): 129–35. http://dx.doi.org/10.33261/jaaru.2019.26.1.017.

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This study concerns with the investigation of the second-order geometric nonlinearity effects of P-Delta analysis on the dynamic response of high rise steel buildings due to deterministic wind load. Linear and nonlinear time history analyses were conducted to analyze different tall steel building models adopted in the study. Five steel building models ranging from 10 to 50 stories were numerically modeled and analyzed using finite element code ETABS (version 16.0.3). Deterministic dynamic wind load per ASCE 7-10 is applied to the buildings as a main lateral load. Comparative study between linear and nonlinear time history analyses reveals that nonlinear time history analysis including P-Delta effects displayed larger values of buildings lateral sway than those of linear time history analysis. Generally, including P-Delta effect in the nonlinear analysis increases the flexibility of the building structure, and thus increases response peak values and that peak values occur at a longer time periods indicating lesser response oscillations. The study recommends that P-Delta effect need to be addressed by any dynamic wind analysis for tall steel buildings with 20 story height or more.
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Al-Jubair, Haider S., and Fareed H. Majeed. "Analyses of the Base Isolated Buildings; Nonlinear Model Time History Versus Codes’ Methods." Tikrit Journal of Engineering Sciences 24, no. 3 (September 5, 2017): 45–51. http://dx.doi.org/10.25130/tjes.24.3.08.

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Smyrou, Eleni, M. J. Nigel Priestley, and Athol J. Carr. "Modelling of elastic damping in nonlinear time-history analyses of cantilever RC walls." Bulletin of Earthquake Engineering 9, no. 5 (May 31, 2011): 1559–78. http://dx.doi.org/10.1007/s10518-011-9286-y.

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Brinissat, Marame, Rajmund Kuti, and Zouhir Louhibi. "Dynamic seismic analysis of bridge using response spectrum and time history methods." Acta Technica Jaurinensis 14, no. 2 (May 26, 2021): 171–85. http://dx.doi.org/10.14513/actatechjaur.00595.

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Dynamic analysis is very important to better understand the performance of structural elements of a bridge. For this purpose, a seismic analysis of an Algerian highway bridge designed with the new Algerian seismic bridge regulation (RPOA -2008) was carried out using linear and nonlinear analyses. Therefore, response spectrum, time history analyses were performed to evaluate the seismic responses of the designed bridge. The performance of the designed bridge is assessed using 10 ground motion records. The proposed methodology allows an efficient comparison of the seismic response of the bridge in terms of base shear forces, bending moment and displacements. Finally, the paper concludes with a discussion of the specific outcomes.
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Wortel, Elise. "From history to haecceity." Alphaville: Journal of Film and Screen Media, no. 2 (February 14, 2012): 60–75. http://dx.doi.org/10.33178/alpha.2.05.

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This article investigates the transformation of history into haecceities that allow us to grasp history through a nonlinear, cinematic sensation of pure past. Here, cinema merges classical knowledge of historical facts with the lived reality of the unrecorded past. Experiments with spatial reframings of the past in The Lady and the Duke, The King's Daughters, The White Ribbon and Coco Before Chanel are discussed to create nonlinear sensations of duration that link with Deleuze and Guattari's notions of affect and haecceity, which transform history into cinematic sets of speed, movement, and texture. Furthermore, the article analyses how the traditionally linear narrative of history is transposed into the abstract sensation of time through haecceity as pure past, where time and space come together to put the sensory quality of memory to the fore. Shifting the perspective from the linear account of history to the multilinear effects of affect and haecceity this analysis challenges the cultural hegemony of representation that favours a homogeneous image of thought. Focussing on the material and performative quality of the film image, the article analyses the spatiotemporal relations that create an analytical perception through the senses.
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Fujii. "Prediction of the Maximum Seismic Member Force in a Superstructure of a Base-Isolated Frame Building by using Pushover Analysis." Buildings 9, no. 9 (September 5, 2019): 201. http://dx.doi.org/10.3390/buildings9090201.

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It is essential for the seismic design of a base-isolated building that the seismic response of the superstructure remains within the elastic range. The evaluation of the maximum seismic member force in a superstructure is thus an important issue. The present study predicts the maximum seismic member force of five- and fourteen-story reinforced concrete base-isolated frame buildings adopting pushover analysis. In the first stage of the study, the nonlinear dynamic (time-history) analysis of the base-isolated frame buildings is carried out, and the nonlinear modal responses of the first and second modes are calculated from pushover analysis results. In the second stage, a set of pushover analyses is proposed considering the combination of the first and second modal responses, and predicted maximum member forces are compared with the nonlinear time-history analysis results. Results show that the maximum member forces predicted in the proposed set of pushover analyses are satisfactorily accurate, while the results predicted considering only the first mode are inaccurate.
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Ni, Chun, Shiling Pei, John W. van de Lindt, Steven Kuan, and Marjan Popovski. "Nonlinear Time-History Analysis of a Six-Story Wood Platform Frame Buildings in Vancouver, British Columbia." Earthquake Spectra 28, no. 2 (May 2012): 621–37. http://dx.doi.org/10.1193/1.4000015.

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In 2009, the British Columbia Building Code was amended to increase the allowable height of wood-frame residential buildings to six stories from four stories. This paper presents the details of a numerical study undertaken to understand the seismic performance of six-story wood-frame buildings designed in accordance with the 2006 British Columbia Building Code. To investigate the seismic behavior, a four-story building was used to represent the benchmark seismic performance prior to the amendment. Two independent analyses using computer programs DRAIN-3DX and SAPWood were carried out on representative buildings located in the city of Vancouver, BC, using a suite of 20 earthquake records scaled to the design seismic hazard level for the site. The analyses showed that six-story wood-frame buildings had similar performance to four-story wood-frame buildings.
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Rodríguez-Castellanos, Ali, Sonia E. Ruiz, Edén Bojórquez, Miguel A. Orellana, and Alfredo Reyes-Salazar. "Reliability-based strength modification factor for seismic design spectra considering structural degradation." Natural Hazards and Earth System Sciences 21, no. 5 (May 10, 2021): 1445–60. http://dx.doi.org/10.5194/nhess-21-1445-2021.

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Abstract. For earthquake-resistant design, structural degradation is considered using traditional strength modification factors, which are obtained via the ratio of the nonlinear seismic response of degrading and non-degrading structural single-degree-of-freedom (SDOF) systems. In this paper, with the aim to avoid the nonlinear seismic response to compute strength modification factors, a methodology based on probabilistic seismic hazard analyses (PSHAs), is proposed in order to obtain strength modification factors of design spectra which consider structural degradation through the spectral-shape intensity measure INp. PSHAs using INp to account for structural degradation and Sa(T1), which represents the spectral acceleration associated with the fundamental period and does not consider such degradation, are performed. The ratio of the uniform hazard spectra in terms of INp and Sa(T1), which represent the response of degrading and non-degrading systems, provides new strength modification factors without the need to develop nonlinear time history analysis. A mathematical expression is fitted to the ratios that correspond to systems located in different soil types. The expression is validated by comparing the results with those derived from nonlinear time history analyses of structural systems.
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Dissertations / Theses on the topic "Nonlinear time-history analyses"

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Cevik, Deniz. "Determination Of The Change In Building Capacity During Earthquakes." Master's thesis, METU, 2006. http://etd.lib.metu.edu.tr/upload/12607085/index.pdf.

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There is a great amount of building stock built in earthquake regions where earthquakes frequently occur. It is very probable that such buildings experience earthquakes more than once throughout their economic life. The motivation of this thesis arose from the lack of procedures to determine the change in building capacity as a result of prior earthquake damage. This study focuses on establishing a method that can be employed to determine the loss in the building capacity after experiencing an earthquake. In order to achieve this goal a number of frames were analyzed under several randomly selected earthquakes. Nonlinear time-history analyses and nonlinear static analyses were conducted to assess the prior and subsequent capacities of the frames under consideration. The structural analysis programs DRAIN-2DX and SAP2000 were employed for this purpose. The capacity curves obtained by these methods were investigated to propose a procedure by which the capacity of previously damaged structures can be determined. For time-history analyses the prior earthquake damage can be taken into account by applying the ground motion histories successively to the structure under consideration. In the case of nonlinear static analyses this was achieved by modifying the elements of the damaged structure in relation to the plastic deformation they experience. Finally a simple approximate procedure was developed using the regression analysis of the results. This procedure relies on the modification of the structure stiffness in proportion to the ductility demand the former earthquake imposes. The proposed procedures were applied to an existing 3D building to validate their applicability.
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Sendanayake, Sukhi Vanessa. "Seismic mitigation of steel modular buildings using novel inter-modular connections." Thesis, Queensland University of Technology, 2020. https://eprints.qut.edu.au/180893/1/Sukhi%20Vanessa_Sendanayake_Thesis.pdf.

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This research proposes novel inter-modular connections to enable the safe and reliable performance of modular building structures under seismic actions. The proposed connections are designed to shift possible failure locations away from critical structural members to provide effective seismic mitigation. Ultimately, this would result in a purely modular building frame that would be capable of resisting gravity and lateral loads without supplementary concrete shear cores or walls.
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Ramanathan, Karthik Narayan. "Next generation seismic fragility curves for california bridges incorporating the evolution in seismic design philosophy." Diss., Georgia Institute of Technology, 2012. http://hdl.handle.net/1853/44883.

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Quantitative and qualitative assessment of the seismic risk to highway bridges is crucial in pre-earthquake planning, and post-earthquake response of transportation systems. Such assessments provide valuable knowledge about a number of principal effects of earthquakes such as traffic disruption of the overall highway system, impact on the regions' economy and post-earthquake response and recovery, and more recently serve as measures to quantify resilience. Unlike previous work, this study captures unique bridge design attributes specific to California bridge classes along with their evolution over three significant design eras, separated by the historic 1971 San Fernando and 1989 Loma Prieta earthquakes (these events affected changes in bridge seismic design philosophy). This research developed next-generation fragility curves for four multispan concrete bridge classes by synthesizing new knowledge and emerging modeling capabilities, and by closely coordinating new and ongoing national research initiatives with expertise from bridge designers. A multi-phase framework was developed for generating fragility curves, which provides decision makers with essential tools for emergency response, design, planning, policy support, and maximizing investments in bridge retrofit. This framework encompasses generational changes in bridge design and construction details. Parameterized high-fidelity three-dimensional nonlinear analytical models are developed for the portfolios of bridge classes within different design eras. These models incorporate a wide range of geometric and material uncertainties, and their responses are characterized under seismic loadings. Fragility curves were then developed considering the vulnerability of multiple components and thereby help to quantify the performance of highway bridge networks and to study the impact of seismic design principles on the performance within a bridge class. This not only leads to the development of fragility relations that are unique and better suited for bridges in California, but also leads to the creation of better bridge classes and sub-bins that have more consistent performance characteristics than those currently provided by the National Bridge Inventory. Another important feature of this research is associated with the development of damage state definitions and grouping of bridge components in a way that they have similar consequences in terms of repair and traffic implications following a seismic event. These definitions are in alignment with the California Department of Transportation's design and operational experience, thereby enabling better performance assessment, emergency response, and management in the aftermath of a seismic event. The fragility curves developed as a part of this research will be employed in ShakeCast, a web-based post-earthquake situational awareness application that automatically retrieves earthquake shaking data and generates potential damage assessment notifications for emergency managers and responders.
Errata added at request of advisor and approved by Graduate Office, March 15 2016.
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Balling, Lukas. "A Comparison of Optimized Nonlinear Time History Analysis and the Equivalent Lateral Forces Method for Brace Design." Diss., CLICK HERE for online access, 2007. http://contentdm.lib.byu.edu/ETD/image/etd2086.pdf.

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Delgado, M., M. Delgado, A. Rosales, and V. Arana. "Evaluation of the Evacuation of Essential Buildings: Interaction of Structural and Human Behaviour through Nonlinear Time-History Analysis and Agent-Based Modelling." Institute of Physics Publishing, 2020. http://hdl.handle.net/10757/651838.

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In this article, a performance assessment of the evacuation system is established for educational buildings. Structural and geotechnical information of the building is collected and introduced into a database. A similar procedure was realized for the information related to the occupants. Using this information, a) the structural fragility and localized collapse were determined and b) the interaction of the person with the partial collapse was established. For the first aspect, nonlinear time history was used, and for the second, the agent-based modeling was applied to recreate the reaction of people that face the micro collapse. Therefore, the important results of this evaluation are: 1) To localize collapsed beans and columns that make inoperable evacuation routes, 2) to localize bottleneck areas that people concentration during evacuation, and 3) quantification of affected people, in terms of persons caught up in the building that cannot evacuate.
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Taghinezhadbilondy, Ramin. "Extending Use of Simple for Dead Load and Continuous for Live Load (SDCL) Steel Bridge System to Seismic Areas." FIU Digital Commons, 2016. http://digitalcommons.fiu.edu/etd/2986.

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The steel bridge system referred to as Simple for Dead load and Continuous for Live load (SDCL) has gained popularity in non-seismic areas of the country. Accordingly, it results in many advantages including enhanced service life and lower inspection and maintenance costs as compared to conventional steel systems. To-date, no research studies have been carried out to evaluate the behavior of the SDCL steel bridge system in seismic areas. The main objective of this research was to extend the application of SDCL to seismic areas. The concept of the SDCL system was developed at the University of Nebraska-Lincoln and a complete summary of the research is provided in five AISC Engineering Journal papers. The SDCL system is providing steel bridges with new horizons and opportunities for developing economical bridge systems, especially in cases for which accelerating the construction process is a priority. The SDCL steel bridge system also provides an attractive alternative for use in seismic areas. The SDCL concept for seismic areas needed a suitable connection between the girder and pier. In this research, an integral SDCL bridge system was considered for further investigation. The structural behavior and force resistance mechanism of the proposed seismic detail considered through analytical study. The proposed connection evaluated under push-up, push-down, inverse and axial loading to find the sequence of failure modes. The global and local behavior of the system under push-down forces was mainly similar to non-seismic detail. The nonlinear time history analysis indicated that there is a high probability that bottom flange sustains tension forces under seismic events. The finite element model subjected to push-up forces to simulate the response of the system under the vertical component of seismic loads. However, the demand-capacity ratio was low for vertical excitation of seismic loads. Besides finite element results showed that continuity of bottom flange increased ductility and capacity of the system. While the bottom flange was not continuous, tie bars helped the system to increase the ultimate moment capacity. To model the longitudinal effect of earthquake loads, the model subjected under inverse forces as well as axial forces at one end. In this case scenario, dowel bars were most critical elements of the system. Several finite element analyses performed to investigate the role of each component of preliminary and revised detail. All the results demonstrated that continuity of the bottom flange, bolts area (in the preliminary detail), tie bars over the bottom flange (in the revised detail) were not able to provide more moment capacity for the system. The only component increased the moment capacity was dowel bars. In fact, increasing the volume ratio of dowel bars could be able to increase the moment capacity and prevent premature failure of the system. This project was Phase I of an envisioned effort that culminated in the development of a set of details and associated design provisions to develop a version of the SDCL steel bridge system, suitable for the seismic application. Phase II of this project is an ongoing project and currently the component specimen design and test setup are under consideration. The test specimen is going to be constructed and tested in the structures lab of Florida International University. A cyclic loading will be applied to the specimen to investigate the possible damages and load resistance mechanism. These results will be compared with the analysis results. In the next step, as phase III, a complete bridge with all the components will be constructed in the structures lab at the University of Nevada-Reno. The connection between steel girders will be an SDCL connection and the bridge will be subjected to a shake table test to study the real performance of the connection due to earthquake excitation.
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Demirel, Ismail Ozan. "A Nonlinear Equivalent Frame Model For Displacement Based Analysis Of Unreinforced Brick Masonry Buildings." Master's thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/12612772/index.pdf.

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Although performance based assessment procedures are mainly developed for reinforced concrete and steel buildings, URM buildings occupy significant portion of building stock in earthquake prone areas of the world as well as in Turkey. Variability of material properties, non-engineered nature of the construction and difficulties in structural analysis of perforated walls make analysis of URM buildings challenging. Despite sophisticated finite element models satisfy the modeling requirements, extensive experimental data for definition of material behavior and high computational resources are needed. Recently, nonlinear equivalent frame models which are developed assigning lumped plastic hinges to isotropic and homogenous equivalent frame elements are used for nonlinear modeling of URM buildings. The work presented in this thesis is about performance assessment of unreinforced brick masonry buildings in Turkey through nonlinear equivalent frame modeling technique. Reliability of the proposed model is tested with a reversed cyclic experiment conducted on a full scale, two-story URM building at the University of Pavia and a dynamic shake table test on a half scale, two story URM building at the Ismes Laboratory at Bergamo. Good agreement between numerical and experimental results is found. Finally, pushover and nonlinear time history analyses of three unreinforced brick masonry buildings which are damaged in 1995 earthquake of Dinar is conducted using the proposed three dimensional nonlinear equivalent model. After displacement demands of the buildings are determined utilizing Turkish Earthquake Code 2007, performance based assessment of the buildings are done.
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Arslan, Hakan. "A Numerical Study On Response Factors For Steel Wall-frame Systems." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/2/12610811/index.pdf.

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A numerical study has been undertaken to evaluate the response of dual systems which consist of steel plate shear walls and moment resisting frames. The primary objective of the study was to investigate the influence of elastic base shear distribution between the wall and the frame on the global system response. A total of 10 walls and 30 wall-frame systems, ranging from 3 to 15 stories, were selected for numerical assessment. These systems represent cases in which the elastic base shear resisted by the frame has a share of 10%, 25%, or 50% of the total base shear resisted by the dual system. The numerical study consisted of 1600 time history analyses employing three-dimensional finite elements. All 40 structures were separately analyzed for elastic and inelastic response by subjecting to the selected suite of earthquake records. Interstory drifts, top story drift, base shears resisted by the wall and the frame were collected during each analysis. Based on the analysis results, important response quantities such as the response modification, the overstrength, the displacement amplification and ductility reduction factors are evaluated herein. Results are presented in terms of several measures such as the interstory drift ratio and the top story drift ratio. A discussion related to the influence of load share on the response factors is given.
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Gunel, Orhun Ahmet. "Influence Of The Shear Wall Area To Floor Area Ratio On The Seismic Performance Of Existing Reinforced Concrete Buildings." Master's thesis, METU, 2013. http://etd.lib.metu.edu.tr/upload/12615678/index.pdf.

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An analytical study is performed to evaluate the influence of shear wall area to floor area ratio on the behavior of existing mid-rise reinforced concrete buildings under earthquake loading. The seismic performance of five existing school buildings with shear wall ratios between 0.00% and 2.50% in both longitudinal and transverse directions and their strengthened counterparts are evaluated. Based on the structural properties of the existing buildings, additional buildings with varying shear wall ratios are designed. Consequently, twenty four buildings with different floor plans, number of stories, cross-sectional properties of the members and material strengths are acquired. Nonlinear time-history analyses are performed for all buildings by utilizing the software program, SAP2000 v14.2.0. under seven different ground motion records. The results indicated that roof drifts and plastic deformations reduce with increasing shear wall ratios, but the rate of decrease is lower for higher shear wall ratios. Buildings with 1.00% shear wall ratio have significantly lower roof drifts and plastic deformations when compared to buildings with 0.00% or 0.50% shear wall ratio. Roof drifts and plastic deformations are minimized when the shear wall ratio is increased to 1.50%. After this limit, addition of shear walls has only a slight effect on the seismic performance of the analyzed buildings.
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Oxborrow, Graham Thomas. "Optimized Distribution of Strength in Buckling-Restrained Brace Frames in Tall Buildings." BYU ScholarsArchive, 2009. https://scholarsarchive.byu.edu/etd/1794.

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Nonlinear time history analysis is increasingly being used in the design of tall steel structures, but member sizes still must be determined by a designer before an analysis can be performed. Often the distribution of story strength is still based on an assumed first mode response as determined from the Equivalent Lateral Force (ELF) procedure. For tall buckling restrained braced frames (BRBFs), two questions remain unanswered: what brace distribution will minimize total brace area, while satisfying story drift and ductility limits, and is the ELF procedure an effective approximation of that distribution? In order to investigate these issues, an optimization algorithm was incorporated into the OpenSees dynamic analysis platform. The resulting program uses a genetic algorithm to determine optimum designs that satisfy prescribed drift/ductility limits during nonlinear time history analyses. The computer program was used to investigate the optimized distribution of brace strength in BRBFs with different heights. The results of the study provide insight into efficient design of tall buildings in high seismic areas and evaluate the effectiveness of the ELF procedure.
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Books on the topic "Nonlinear time-history analyses"

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ZnO bao mo zhi bei ji qi guang, dian xing neng yan jiu. Shanghai Shi: Shanghai da xue chu ban she, 2010.

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Book chapters on the topic "Nonlinear time-history analyses"

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Lu, Xinzheng, and Hong Guan. "Building Models for City-Scale Nonlinear Time-History Analyses." In Earthquake Disaster Simulation of Civil Infrastructures, 451–548. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-15-9532-5_7.

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Carr, Athol J., and Arun M. Puthanpurayil. "Inherent Damping in Nonlinear Time-History Analyses: A Recommended Modelling Approach." In Earthquake Engineering and Structural Dynamics in Memory of Ragnar Sigbjörnsson, 87–103. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-62099-2_4.

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Lu, Xinzheng, and Hong Guan. "Visualization and High-Performance Computing for City-Scale Nonlinear Time-History Analyses." In Earthquake Disaster Simulation of Civil Infrastructures, 641–711. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-15-9532-5_9.

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Soroushian, Aram, and Peter Wriggers. "Test of an Idea for Improving the Efficiency of Nonlinear Time History Analyses When Implemented in Seismic Analysis According to NZS 1170.5:2004." In Mechanisms and Machine Science, 107–14. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-15758-5_10.

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Lu, Xinzheng, and Hong Guan. "Post-earthquake Emergency Response and Recovery Through City-Scale Nonlinear Time-History Analysis." In Earthquake Disaster Simulation of Civil Infrastructures, 797–876. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-15-9532-5_11.

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Vaiana, Nicolò, Salvatore Sessa, Massimo Paradiso, Francesco Marmo, and Luciano Rosati. "An Efficient Computational Strategy for Nonlinear Time History Analysis of Seismically Base-Isolated Structures." In Lecture Notes in Mechanical Engineering, 1340–53. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-41057-5_108.

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"Nonlinear Static Analysis Method." In Structural Dynamics and Static Nonlinear Analysis From Theory to Application, 285–344. IGI Global, 2021. http://dx.doi.org/10.4018/978-1-7998-4399-3.ch011.

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This chapter presents the nonlinear static methods of analyses for seismic design of structures considered by Eurocode 8. The first method is the nonlinear pushover procedure, which is based on the N2 method. The second method is the classical nonlinear time history analysis. The first method is studied in more detail, because the second method is a well-established procedure whose only drawback is the time necessary for the analyses. Nonlinear solvers and procedure in program Z_Soil are described. After a simple nonlinear SDOF application, a test-bed application consisting of an existing two-story reinforced concrete building in Bonefro, Italy is used to compare the two nonlinear procedures. The selected building is representative of typical residential building construction in Italy in the 1970s and 1980s. The aim of this chapter section is to compare 2D and 3D procedures implemented in Z_Soil software. The second example is a 14-story reinforced concrete building designed according to the Algerian code using Sap2000 software.
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Faroughi, A., and M. Hosseini. "The simplification of earthquake accelerograms for quick nonlinear time history analyses using modified Inverse Fourier Transform." In Earthquake Ground Motion, 21–28. WIT Press, 2014. http://dx.doi.org/10.2495/978-1-84566-000-0/003.

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Pant, D., and A. Wijeyewickrema. "Modeling viscous damping in nonlinear direct-integration and modal time-history analyses of base-isolated reinforced concrete buildings." In Computational Modelling of Concrete Structures, 957–66. CRC Press, 2014. http://dx.doi.org/10.1201/b16645-107.

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Hosseini, M., and S. Khavari. "Vulnerability assessment of an existing highway bridge by 3-D nonlinear time history analyses and proposing its retrofit design." In Bridge Maintenance, Safety Management, Health Monitoring and Informatics - IABMAS '08. Taylor & Francis, 2008. http://dx.doi.org/10.1201/9781439828434.ch389.

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Conference papers on the topic "Nonlinear time-history analyses"

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Hosseini, Mahmood, Somayyeh Karimiyani, Amin Ghafooripour, Mohammad Javad Jabbarzadeh, Adolfo Santini, and Nicola Moraci. "The Seismic Reliability of Offshore Structures Based on Nonlinear Time History Analyses." In 2008 SEISMIC ENGINEERING CONFERENCE: Commemorating the 1908 Messina and Reggio Calabria Earthquake. AIP, 2008. http://dx.doi.org/10.1063/1.2963938.

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Faroughi, A., and M. Hosseini. "Simplification of earthquake accelerograms for quick nonlinear time history analyses by using modified Inverse Fourier Transform." In SUSI 2012. Southampton, UK: WIT Press, 2012. http://dx.doi.org/10.2495/su120341.

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3

Tamura, Ichiro, Takuma Iwamoto, Yusuke Minakawa, Naotomo Maruyama, and Masaki Tsuruki. "Inelastic Response Evaluation Method of Equipment Considering Peak Broadening of Response Spectrum." In ASME 2022 Pressure Vessels & Piping Conference. American Society of Mechanical Engineers, 2022. http://dx.doi.org/10.1115/pvp2022-83745.

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Abstract In order to evaluate seismic responses considering the elasto-plastic properties of equipment and piping systems, nonlinear time history analyses are utilized. When the analyses are used for seismic evaluation of equipment and piping systems in nuclear power plants, it is required to consider the uncertainty in the frequencies owing to uncertainties in the material properties of the structure and soil. The Boiler and Pressure Vessel Code of ASME indicates that the analysis using floor motions with different time intervals, where the time intervals are modified corresponding to the response spectrum broadening, is applicable. However, nonlinear time history analysis of inelastic models is relatively time-consuming compared to linear analysis, and conducting several analysis cases indicated in the Code might increase the burden of analytical work. Therefore, simplified method is desirable to consider the uncertainty in time history analysis. In this paper, a simplified method using inelastic response spectrum is developed to consider the uncertainty in time history analysis. The applicability of the developed method is investigated by comparing the results of parametric survey with those of the developed method.
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Chakrabarti, Partha. "Nonlinear Time Domain Seismic Analysis for a Coupled Mooring Jacket-Yoke-FSO System." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79180.

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A mooring facility for a Floating Storage and Offloading (FSO) system, due to site conditions such as shallow water, often uses a fixed mooring tower for mooring of the FSO. When a fixed mooring tower in the form of a jacket structure is used, the turntable is mounted on the top of the jacket so that the FSO can weathervane due to actions of wind, wave and current forces. Product swivels are also located on this structure for uninterrupted flow of the product to the FSO when it rotates. The connection of the FSO to the turntable is through a rigid yoke. The yoke consists of two yoke arms meeting at a point hinged at the turntable, one large diameter cylinder for providing the stabilizing ballast load and two pendants supporting the ballast. The jacket has to be designed for the mooring loads in addition to the wind, wave and current loads on itself. The rigid yoke system is designed so that the varying draft conditions of the FSO as well as its motions can be suitably handled and absorbed. Complications may arise when the jacket is located in a seismically active site. When a site is prone to very strong ground motions, seismic response of the jacket in conjunction with the moored FSO has to be studied. The additional requirement is that any vibration of the jacket is suitably absorbed by the yoke system or a suitable isolation device is designed between the link or the yoke structure and the FSO. The weight of the suspended mass is a key design variable which affects this behavior. A structural dynamic model of the coupled jacket-yoke-frame-FSO system is analyzed using nonlinear time domain analysis technique. The calibrated El Centro ground accelerations are used for this analysis as a representative seismic excitation. A comparison of the results for jacket alone and the coupled system enables us to determine the effect of the yoke-frame-FSO on the dynamic response. The requirement, if any, of vibration isolation device for the nonlinear link (yoke) structure is decided from the dynamic analysis results. The dynamic analysis of the coupled system is complex. The complexities in the model arise due to: • The nonlinearity of the soil-pile system; • Nonlinearity of the yoke mechanism; • The fact that the FSO is a floating structure and it is free from the base excitation; • The FSO involves a large mass and is essentially free floating in water. The dynamic analyses are performed in several stages in view of the above complexities. Initially, the mode shapes and frequencies of the jacket alone are evaluated. Then the jacket is analyzed using the response spectrum approach with the design seismic spectrum. Subsequently time domain analysis of the jacket alone is performed using the calibrated El Centro seismic time history. Finally, the coupled system is analyzed for the time history of ground motion. Since the seismic event represents the design Strength Level Earthquake (SLE) condition, which is a rare event, only the FSO is coupled to the jacket, the offtake tanker is not assumed to be present during this extreme event. The nonlinear time domain analysis includes the nonlinear link (yoke) which is a mechanism by virtue of the hinges present. Therefore, the analysis requires geometric nonlinearity of the link to be considered to simulate the large displacements and the large rotations of the link, in addition to the nonlinearities of the pile-soil system. From the results of the analyses conclusions are drawn about effectiveness of vibration isolation by comparing the results of the jacket-yoke-FSO system to those of the jacket alone.
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Cai, Feng-chun, Xian-hui Ye, Qian Huang, and Wenzheng Zhang. "Study on Methods for HCLPF Value of Nonlinear Supports System of Steam Generator." In 2018 26th International Conference on Nuclear Engineering. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/icone26-81279.

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High confidence of low probability of failure (HCLPF) values of equipment, representing the seismic capacities of the equipment, are the fundamental ingredient in seismic probability safety assessment (SPSA) and seismic margin analyses (SMA). In this paper, two methods for calculating the HCLPF values of equipment were investigated, fragility analysis, and conservative deterministic failure margin (CDFM). These methods are linear methods. Based on these methods, HCLPF value of equipment can be computed conveniently by scaling the results of the existing seismic analysis. For a nonlinear systems, the HCLPF values based on these linear scaling methods are unrealistic. For a complicated nonlinear equipment or structure, a detail nonlinear model was used to derive the seismic capacity. The results by this method are realistic, but cost calculation time. In this paper, a nonlinear model of reactor coolant system coupled reactor building was built. This model includes the steam generator and considers the nonlinear factors of steam generator such as gap in the supports, plasticity of hot leg and cold leg. Forced motion was applied to the base of reactor building. And seismic response of the steam generator was calculated iteratively by scaling the ground motion level step by step. Based on these calculations, a curve of load on the supports VS peak ground acceleration (PGA) can be obtained. Then based on these curves and allowable load of supports of steam generator, which derived from stress analysis on support of steam generator, seismic capacity of the supports of steam generator was determined. Then the HCLPF Value of the supports of steam generator was obtained by this nonlinear time history analysis and was compared with the results based on the CDFM. The two results were different. Therefore, the HCLPF seismic capacity of equipment with nonlinearity, such as gap nonlinearity, should be calculated by nonlinear time history method.
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Perdomo, Camilo, Ricardo Monteiro, and Halûk Sucuoğlu. "Development of Fragility Curves for Multi-Span RC Bridges using Generalized Pushover Analysis." In IABSE Symposium, Guimarães 2019: Towards a Resilient Built Environment Risk and Asset Management. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/guimaraes.2019.0548.

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<p>Over the past few decades, fragility curves became a powerful tool for the seismic vulnerability assessment of structures. There are several available analytical procedures for calculating fragility curves, using both static and dynamic nonlinear analyses. In this study, a nonlinear static method, based on Generalized Pushover Analysis (GPA), is implemented for the development of analytical fragility curves of reinforced concrete (RC) bridges. The relative accuracy of the GPA algorithm, when applied to a large number of existing bridges, is evaluated through the comparison with the results from Nonlinear Time History Analysis (NTHA). Results indicate that GPA provides a good estimation of the fragility curves with respect to NTHA. The added computational demand of the GPA algorithm in terms of the number of analyses pays off in terms of accuracy while keeping the simplicity of a non-adaptive conventional pushover algorithm, which is desirable in engineering practice.</p>
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7

"A Nonlinear Cable Bracing Inerter System for Vibration Control." In Structural Health Monitoring. Materials Research Forum LLC, 2021. http://dx.doi.org/10.21741/9781644901311-20.

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Abstract. This study proposes a nonlinear cable model for the cable-bracing inerter system (CBIS). In a CBIS, cables are introduced to connect inerter systems and the structure for translation-to-rotation conversion. This CBIS employs an inerter element, a nonlinear cable bracing element and an additional damping element to utilize their synergy benefits. This paper aims to investigate the control effect of the nonlinear CBIS for high-rise buildings that are represented as bending-shear type models. First, a nonlinear inerter system is incorporated into a single-degree-of-freedom (SDOF) system and the mechanical model is proposed. An optimum design method is then developed for a high-rise building system equipped with a CBIS and the time-history analyses are conducted to validate the control effect of the CBIS. It is concluded that the employment of a CBIS can substantially improve the structural performance. A genetic algorithm can be used to obtain optimal parameters of a CBIS, thereby more effectively reducing the dynamic response of high-rise buildings.
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Cruz-Chamorro, Andrea E., Rafhael Luna-Tezna, and Aidcer L. Vidot-Vega. "Nonlinear soil–structure interaction of retaining walls with pulse-like earthquakes." In IABSE Symposium, Prague 2022: Challenges for Existing and Oncoming Structures. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2022. http://dx.doi.org/10.2749/prague.2022.1543.

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<p>Near fault earthquakes have been distinguished for their probability of having pulse-like characteristics with higher velocity time history amplitudes. This could be significant for retaining walls found in bridges and nuclear power plant buildings. Several two-dimensional numerical models of an embedded wall-soil system were developed in Abaqus® by varying the wall rigidity and friction coefficient between the wall and soil. The friction coefficient was varied from 0 to 0.5. In one model, the wall is very rigid and in the other the wall is flexible with original modulus of elasticity. Seismic pressures in the soil-wall system are evaluated. The analyses are performed considering non-pulse and pulse-like motions that match a narrow-band modified target spectrum for a moment magnitude of 7.70. The objective is to study how the soil-wall system is affected by pulse-like seismic events and how the contact conditions affect this response.</p>
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Zobeiry, Nima, and Wolf Reinhardt. "Analysis of the Effective Seismic Support Damping in a Class I Piping System." In ASME 2008 Pressure Vessels and Piping Conference. ASMEDC, 2008. http://dx.doi.org/10.1115/pvp2008-61580.

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Based in the existing literature, it is understood that the supports strongly influence the behaviour of piping during earthquake. Given that the level of seismic dissipation depends on the specific support system, the subject of effective damping provided by seismic supports has not been widely explored. This paper investigates this issue for the feeder pipes of a CANDU® reactor. Feeders are numerous class I pipes in parallel, which are separated by frictional spacer elements. The piping system is analyzed using the time history method, taking into account the different damping mechanisms present. By comparing this and a response spectrum analysis of piping, the effective damping in the system is deduced. The effect of specific parameters on the results and the relationship between linear and nonlinear analyses are discussed.
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Faraji, Keyhan, and Robert Tremblay. "Multi-story truss moment frames equipped with friction dampers and self-centering system for enhanced seismic performance." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.1711.

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<p>In this article, two new truss moment frame (TMF) systems exhibiting enhanced seismic performance are examined: truss moment frames with friction energy dissipation dampers between the truss bottom chord and the columns (F-TMFs) and F-TMFs with tendons added to achieve self-centering response (FT-TMFs). In both cases, all steel components of the systems are expected to behave essentially elastically to eliminate structural damage. The second system is also expected to have negligible residual lateral deformations. To compare and investigate the seismic performance of the proposed TMF systems, a 5-story commercial steel building located in Vancouver, BC, is designed in accordance with the National Building Code of Canada 2015 (NBCC) and it is subjected to a series of nonlinear static and dynamic time history analyses. The earthquake records, employed in non-linear time history analyses, are scaled for a hazard level corresponding to a probability of 2% in 50 years. The analytical results show that structural damage does not occur in neither of the two proposed systems . Meanwhile, FT-TMF system showed notably better seismic response and negligible residual deformations due to its self-centering capacity provided by the tendons.</p>
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