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

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

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1

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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2

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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3

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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4

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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5

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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6

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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7

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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8

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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9

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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10

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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11

Masaeli, Hamid, and Mehdi Panahi. "Effect of Soil and Structure Nonlinear Interaction on the Efficiency of Tuned Mass Damper." Civil Engineering Journal 4, no. 10 (October 30, 2018): 2474. http://dx.doi.org/10.28991/cej-03091174.

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In this paper, three 10, 15, and 20-story two-dimensional concrete structures have been used with a moment frame bearing system as models under analysis. First, using various time history analyses by the OpenSees software, the optimal parameters of the tuned mass damper (TMD), including frequency and mass, were obtained. Structures controlled with and without TMD were modelled on three soft, moderate, and hard soil types classified according to Code 2800. The models were analyzed in terms of time history by 7 ground motions. In order to take into account the nonlinear interaction of soil and structure, the model of the beam on nonlinear Winkler foundation has been used. The results show that nonlinear interaction in most cases reduces the efficiency of TMD. Moreover, as the soil becomes softer, the efficiency reduction of the mass damper increases.
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12

Gómez, Lucía Valentina Díaz, Oh-Sung Kwon, and Mohammad Reza Dabirvaziri. "Seismic fragility of steel moment-resisting frames in Vancouver and Montreal designed in the 1960s, 1980s, and 2010." Canadian Journal of Civil Engineering 42, no. 11 (November 2015): 919–29. http://dx.doi.org/10.1139/cjce-2014-0492.

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Typical steel moment-resisting frames (MRF) of six-storey buildings in Vancouver and Montreal were designed for three different provisions of the National Building Code of Canada (1960s, 1980s, and 2010). Numerical models were developed in OpenSees to understand the seismic performance of the structures. These models accounted for strength and stiffness degradation through appropriate representations of the beam–column connection behaviours, which were calibrated against experimental results available in the literature. The behaviour of the buildings was evaluated through pushover and nonlinear time history analyses. The pushover analysis results showed that the 1960s and 2010 steel MRFs of both cities exhibited strong-column-weak-beam failure mode. The 1980s steel MRFs of both cities showed soft-storey mechanism. Fragility curves were developed for the steel MRFs based on the seismic demands evaluated using nonlinear time history analyses, which can be used for regional seismic impact assessment studies in the future.
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13

Esfahanian, Alireza, and Ali Akbar Aghakouchak. "Sensitivity analysis of the influence of ground motion intensity levels on the seismic behavior of steel frames in assessment of the target displacement considering near-fault effects." Canadian Journal of Civil Engineering 47, no. 4 (April 2020): 470–86. http://dx.doi.org/10.1139/cjce-2018-0416.

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Nonlinear time-history analysis conducted as part of a performance-based seismic design approach often require that the ground motion records are selected and then scaled to a specified level of seismic intensity. In such analyses, besides an adequate structural model, a set of acceleration time-series is needed as the most realistic representation of the seismic action. In this paper, the effects of scaling procedure on seismic demands of steel frames are investigated. To this, two special steel moment-resisting frames with considerable higher mode effects, and two sets of ground motions, including near-fault and far-fault motions are considered. Moreover, three scaling procedures are introduced for performing nonlinear dynamic time-history analysis of structures. Among different demands, lateral roof displacement and interstory drift are selected as seismic demands. The height-wise distribution of demands shows that the inelastic seismic demands of the near-fault pulse-like ground motions differ considerably from those of far-fault ones. These results show that the story drifts are mostly larger for far-fault motions in the upper story levels in comparison to near-fault records and in the lower floors, the reverse is true. Thus, the scaling procedures directly affect the results of seismic demands and choosing different methods would result in varying responses. Moreover, a low-cost and fairly effective procedure is proposed to estimate the target displacement demands of buildings from response-spectrum analyses, considering near-fault effects. The precision of this method is verified by nonlinear time-history analysis results, as the benchmark solution, and acceptable improvements have been achieved.
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14

Li, Yongxing, Jianzhong Li, and Yu Shen. "Quasi-static and nonlinear time-history analyses of post-tensioned bridge rocking piers with internal ED bars." Structures 32 (August 2021): 1455–68. http://dx.doi.org/10.1016/j.istruc.2021.03.099.

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15

Karimiyan, Somayyeh. "Evaluation of Seismic Energy Absorption with Various Hysteretic Models by 2D and 3D Nonlinear Time History Analyses." Structural Engineering International 30, no. 1 (March 20, 2019): 94–101. http://dx.doi.org/10.1080/10168664.2018.1545521.

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16

Hosseini, Mahmood, Banafshehalsadat Hashemi, and Zahra Safi. "Seismic Design Evaluation of Reinforced Concrete Buildings for Near-Source Earthquakes by Using Nonlinear Time History Analyses." Procedia Engineering 199 (2017): 176–81. http://dx.doi.org/10.1016/j.proeng.2017.09.225.

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17

Mokarram, Vahid, and Mohammad Reza Banan. "An improved multi-objective optimization approach for performance-based design of structures using nonlinear time-history analyses." Applied Soft Computing 73 (December 2018): 647–65. http://dx.doi.org/10.1016/j.asoc.2018.08.048.

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18

Ghosh, Shyamal, Swarup Ghosh, and Subrata Chakraborty. "Seismic reliability analysis of reinforced concrete bridge pier using efficient response surface method–based simulation." Advances in Structural Engineering 21, no. 15 (May 9, 2018): 2326–39. http://dx.doi.org/10.1177/1369433218773422.

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Seismic reliability analysis of bridge structures during and succeeding an earthquake event is of significant importance. The more accurate and robust approach of seismic reliability analysis is based on direct Monte Carlo simulation technique. But it is computationally challenging due to the requirement of large number of nonlinear time history analyses. The response surface method–based metamodeling approach is a viable alternative in such situation. This study explores the advantage of moving least squares method–based adaptive response surface method compared to the usually applied least squares method–based response surface method for improved seismic reliability analysis of multi-span bridge pier. The nonlinear time history analyses of the bridge pier are performed in the OpenSees with fibre sections considering a ground motion bin corresponding to the specified hazard level of the bridge site. The seismic reliability analysis results obtained by the usual least squares method and the proposed moving least squares method–based response surface method are compared with that of obtained by more accurate direct Monte Carlo simulation technique to elucidate the effectiveness of the proposed approach.
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19

Pavel, Florin, and Radu Vacareanu. "Assessment of the Seismic Performance for a Low-Code RC Shear Walls Structure in Bucharest (Romania)." Open Construction and Building Technology Journal 14, no. 1 (June 29, 2020): 111–23. http://dx.doi.org/10.2174/1874836802014010111.

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Background: Low-code RC shear walls structures house a significant proportion (over 20%) of the inhabitants of Bucharest. Objective: In this research, the seismic performance of a low-code reinforced concrete shear walls structure located in various sites in Bucharest (Romania) is assessed. Methods: The seismic performance is assessed using both static and dynamic nonlinear time-history analyses, as well as detailed sectional analysis of the RC shear walls. Results: The results show that the structure has significant capacity differences in the two principal directions. Moreover, it has been observed that the maximum top displacements obtained from nonlinear time history analyses are larger in the transversal direction. Conclusion: Considering the behaviour of such structures during the 1977 Vrancea earthquake, the fact that these structures are already 40 – 50 years old and given the results of some of the analyses shown in this study, it can be concluded that immediate seismic rehabilitation measures are needed in order to correct, at least partially the structural issues of this section type.
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20

Bayhan, Beyhan, and Polat Gülkan. "Buildings Subjected to Recurring Earthquakes: A Tale of Three Cities." Earthquake Spectra 27, no. 3 (August 2011): 635–59. http://dx.doi.org/10.1193/1.3607987.

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Three different buildings built according to the same design have experienced three different near-field strong ground motions over a period of 11 years in three different cities in Turkey. The input motion was known for each because strong-motion sensors were located adjacent or close to the buildings. We examine the performance of the five-story, reinforced concrete-frame buildings. Bidirectional nonlinear time history and nonlinear static analyses on 3-D analytical models are performed. The principal focus is to assess whether the analytical model of the buildings could indicate column-beam damage consistent with that observed at the sites after the earthquakes. Results illustrate that nonlinear time history analyses are capable of indicating the occurrence of shear failure in captive columns; however, they overestimate the global damage. The overestimation is greater where the building sustained a pulse-type motion without significant distress. It appears that difference between visual observations and analytical results persists.
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21

Li, Y. Roger, and James O. Jirsa. "Nonlinear Analyses of an Instrumented Structure Damaged in the 1994 Northridge Earthquake." Earthquake Spectra 14, no. 2 (May 1998): 265–83. http://dx.doi.org/10.1193/1.1585999.

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The extensive damage and economic losses that occurred during the 1994 Northridge and other recent moderate earthquakes have stimulated structural engineers to consider how to protect economic investment besides meeting life safety requirements of buildings. The equivalent lateral force procedure for seismic design is based on implicit consideration of inelastic response of structures in earthquakes. Experience with past earthquakes has indicated that this procedure is inadequate in controlling damage in buildings. The objective of this study is to demonstrate the capability of nonlinear dynamic analyses to predict performance of reinforced concrete structures subjected to earthquake ground motions. An instrumented building damaged during the 1994 Northridge earthquake was analyzed using DRAIN-2D, and the results were compared with recorded response data. Both nonlinear dynamic time history and nonlinear static push-over analyses were performed, and correlations between these two nonlinear analysis methods were studied. A simplified shear failure model was proposed in the study.
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22

Rafieeraad, M., M. R. Kianoush, and M. Moslemi. "Nonlinear behavior of ground-supported circular reinforced concrete tanks." Canadian Journal of Civil Engineering 48, no. 2 (February 2021): 220–32. http://dx.doi.org/10.1139/cjce-2019-0583.

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This study aims to investigate the effect of various parameters on the seismic behavior of concrete tanks. A finite element method using pushover and time-history analysis is developed to investigate the seismic behavior of circular ground-supported tanks. The response modification factor (R) is evaluated based on nonlinear static and time-history analyses. R-factor is one of the key parameters in seismic design. In liquid containing structures, R-factor in current codes and standards are based on empirical values. Therefore, a justifiable guideline to accurately determine these values is yet to be developed. This study shows that the effect of tank size, material non-linearity, base condition, and earthquake frequency is significant. Also, fixed based and shallow tanks have higher R values compared to hinged based and tall tanks, respectively. Based on the results of this study, it is found that the value of R specified in current practice is not appropriate.
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23

Sevim, B. "Nonlinear earthquake behaviour of highway tunnels." Natural Hazards and Earth System Sciences 11, no. 10 (October 13, 2011): 2755–63. http://dx.doi.org/10.5194/nhess-11-2755-2011.

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Abstract. This paper describes the Arhavi Highway Tunnel which has two tubes, its geometrical properties, finite element model, and the nonlinear earthquake behaviour under a huge ground motion considering soil-structure interaction. The Arhavi Highway Tunnel is one of the tallest tunnels constructed in the Black Sea region of Turkey as part of the Coast Road Project. The tunnel has two tubes and each of them is about 1000 m tall. In the study, the modal analyses of the tunnel considering soil-structure interaction are performed and natural frequencies and mode shapes are obtained. Then, nonlinear transient analysis of the tunnel using Drucker-Prager criteria is performed applying acceleration components of 1992 Erzincan, Turkey earthquake's ground motion. In the time history analyses, Rayleigh damping coefficients are calculated using main natural frequency obtained from modal analysis. Element matrices are computed using the Gauss numerical integration technique. The Newmark method is used in the solution of the equation of motion. Because too much memory for the analyses is required, the first 7.5 s of the ground motions, which is the most effective duration, is taken into account in calculations. The displacement and stress results are observed to be the allowable level of the concrete material.
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24

Kolbadi, Seyed Mohamad Seyed, Hosein Piri, Ali Keyhani, S. Mahdi Seyed-Kolbadi, and Masoud Mirtaheri. "Nonlinear Seismic Performance Evaluation of Flexural Slotted Connection Using Endurance Time Method." Shock and Vibration 2020 (December 8, 2020): 1–15. http://dx.doi.org/10.1155/2020/8842230.

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The equivalent statistical methods, spectral analysis, and time history analysis are usually offered in the steel structure design regulations. Among these methods, the third one is more accurate; however, it requires more time to align the accelerometers due to a large number of analyses. In the endurance time (ET) method, incremental acceleration functions gradually and uniformly increases over time while their linear and nonlinear response spectra are proportional to the mean of the real seismic spectrum. These functions are used as input functions to analyze the nonlinear time history of structures, and the performance of structures is evaluated based on the maximum length of time they can meet specified performance goals. A three-story steel bending frame with (slotted web) SW and (web unslotted flange) WUF connection is examined through the performance time method in performance-based design. This article aimed at evaluating the seismic performance of these connections in the bending frame through endurance time analysis to predict the structural response in the probabilistic evaluation of the seismic performance of the structures. It is found that the endurance time analysis is justified with the seismic performance of the connections with low computational cost and proper accuracy. The results of comparing both SW and WUF connections indicated that the SW connection prevents the connection welding area from being failed due to transferring the plastic joint into the beam and in an area away from the column face and causes less damage compared to the WUF connection.
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25

Karimzadeh, Shaghayegh, Aysegul Askan, Ahmet Yakut, and Gabriele Ameri. "Assessment of alternative simulation techniques in nonlinear time history analyses of multi-story frame buildings: A case study." Soil Dynamics and Earthquake Engineering 98 (July 2017): 38–53. http://dx.doi.org/10.1016/j.soildyn.2017.04.004.

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26

Li, Xingyu, Ying Lei, and Lijun Liu. "Efficient Moment-Independent Sensitivity Analysis of Uncertainties in Seismic Demand of Bridges Based on a Novel Four-Point-Estimate Method." Applied Sciences 11, no. 21 (November 5, 2021): 10405. http://dx.doi.org/10.3390/app112110405.

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Moment-independent importance (MII) analysis is known as a global sensitivity measurement in qualifying the influence of uncertainties, which is taken as a crucial step towards seismic performance analysis. Most MII analysis is based on Monte Carlo simulation, which leads to a high computational cost since a large number of nonlinear time history analyses are required to obtain the probability density function. To address this limitation, this study presents a computational efficient MII analysis to investigate the uncertain parameters in the seismic demands of bridges. A modified four-point-estimate method is derived from Rosenblueth’s two-point-estimate method. Thus, the statistical moments of a bridge’s seismic demands can be obtained by several sampling points and their weights. Then, the shifted generalized lognormal distribution method is adopted to estimate the unconditional and conditional probability density functions of seismic demands, which are used for the MII analysis. The analysis of seismic demands based on piers and bearings in a finite element model of a continuous girder bridge is taken as a validation example. The MII measures of the uncertain parameters are estimated by just several nonlinear time history analyses at the point-estimate sampling points, and the results by the proposed method are compared with those found by Monte Carlo simulation.
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27

Epackachi, Siamak, Rasoul Mirghaderi, Omid Esmaili, Ali Asghar Taheri Behbahani, and Shahram Vahdani. "Seismic evaluation of a 56-storey residential reinforced concrete high-rise building based on nonlinear dynamic time-history analyses." Structural Design of Tall and Special Buildings 21, no. 4 (March 8, 2010): 233–48. http://dx.doi.org/10.1002/tal.586.

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28

Güneyisi, Esra Mete, Mario D'Aniello, and Raffaele Landolfo. "Seismic Upgrading of Steel Moment-Resisting Frames by Means of Friction Devices." Open Construction and Building Technology Journal 8, no. 1 (December 31, 2014): 289–99. http://dx.doi.org/10.2174/1874836801408010289.

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In recent decades, several passive energy dissipation systems have been conceived in order to minimize the damage in structural and non-structural components of either new or existing buildings. In this study, the use of friction damped tension-compression diagonal braces for seismic upgrading of a steel moment resisting frames is investigated. To this aim, nonlinear time history analyses have been carried out on a set of representative frames with and without friction damped braces. In the nonlinear time history analyses, two sets of natural accelerograms compatible with seismic hazard levels of 10% and 2% probability of exceedance in 50 years have been considered. Under these records, the structural response has been comparatively investigated in terms of the maximum inter-storey drift ratio, maximum storey acceleration, residual drift ratio and displacement demand for the friction device. The results clearly highlighted that the application of friction damped braces allows reducing the damages to the main structural elements, thus significantly improving the seismic behaviour of the frame.
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29

Mortezaei, A., and H. R. Ronagh. "Effectiveness of modified pushover analysis procedure for the estimation of seismic demands of buildings subjected to near-fault ground motions having fling step." Natural Hazards and Earth System Sciences 13, no. 6 (June 19, 2013): 1579–93. http://dx.doi.org/10.5194/nhess-13-1579-2013.

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Abstract. Near-fault ground motions with long-period pulses have been identified as being critical in the design of structures. These motions, which have caused severe damage in recent disastrous earthquakes, are characterized by a short-duration impulsive motion that transmits large amounts of energy into the structures at the beginning of the earthquake. In nearly all of the past near-fault earthquakes, significant higher mode contributions have been evident in building structures near the fault rupture, resulting in the migration of dynamic demands (i.e. drifts) from the lower to the upper stories. Due to this, the static nonlinear pushover analysis (which utilizes a load pattern proportional to the shape of the fundamental mode of vibration) may not produce accurate results when used in the analysis of structures subjected to near-fault ground motions. The objective of this paper is to improve the accuracy of the pushover method in these situations by introducing a new load pattern into the common pushover procedure. Several pushover analyses are performed for six existing reinforced concrete buildings that possess a variety of natural periods. Then, a comparison is made between the pushover analyses' results (with four new load patterns) and those of FEMA (Federal Emergency Management Agency)-356 with reference to nonlinear dynamic time-history analyses. The comparison shows that, generally, the proposed pushover method yields better results than all FEMA-356 pushover analysis procedures for all investigated response quantities and is a closer match to the nonlinear time-history responses. In general, the method is able to reproduce the essential response features providing a reasonable measure of the likely contribution of higher modes in all phases of the response.
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30

Lestuzzi, P., H. Charif, S. Rossier, M. Ferrière, and J. P. Person. "Nonlinear Time-History Analysis for Validation of the Displacement-Based Seismic Assessment of the RC Upper Bridge of a Dam." Advances in Civil Engineering 2018 (July 22, 2018): 1–13. http://dx.doi.org/10.1155/2018/9879101.

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The seismic assessment of a secondary structure of the Chancy-Pougny dam, namely, the upper bridge, is discussed in this paper. A first seismic assessment, performed according to classical force-based methodology, concluded the necessity of an extensive retrofitting for the upper bridge. By contrast, the application of the displacement-based approach showed that the current situation is already satisfactory, and therefore, practically no retrofitting is needed. The paper focuses on the nonlinear time-history analyses which were achieved in order to check the accuracy of the results obtained using the displacement-based method. The structural characteristics of the reinforced concrete upper bridge are similar to those of conventional bridges. However, the piers were built with very little reinforcement and consequently they will exhibit a rocking behavior in case of earthquake loading. Rocking is rather a favorable failure mechanism and is related to a certain amount of displacement capacity. However, this behavior is not linked to plastic energy dissipation which may significantly increase the related displacement demand. In order to determine the real displacement demand, nonlinear time-history analyses were achieved with SDOF systems defined by an “S” shape hysteretic model. Spectrum compatible stationary synthetic accelerograms and slightly modified recorded earthquakes were both used for acceleration time-histories. The results showed that the displacement demand corresponds well with the one determined by usual push-over analysis. The results show a very favorable seismic situation, related to a relatively stiff structure associated to rock soil conditions with an A class soil. The seismic safety of the upper bridge is already satisfactory for the current state (without retrofitting). Consequently, the proposed costly reinforcement for the upper bridge could be significantly reduced.
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31

Zhao, Yong, John D. Stevenson, and H. T. Tang. "Parametric Nonlinear Finite Element Analysis of Strain Ratcheting in Pressurized Elbows Based on Random Vibration." Shock and Vibration 3, no. 5 (1996): 373–87. http://dx.doi.org/10.1155/1996/978073.

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The large strain ratcheting in cyclic plasticity of a typical pressurized pipe elbow in a realistic nuclear piping system was investigated in a more quantitative manner than previously. The elbow was modeled using a fine mesh of shell elements that can provide the completed information of detailed time varying strain distributions in the whole elbow area. The nonlinear time history stress analyses performed were based on a pseudostatic concept using the vector-valued stochastic displacement response time series loaded at the elbow ends. The response time series were synthesized using a simulation approach based on the random vibration analyses of the piping system and its supporting building. After a finite element mesh convergence study, parametric analyses were conducted that included the effects due to the magnitude changes in excitation level, internal pressure, material yield stress, and material strain hardening.
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Wang, Shuai, Liu Han Wen Heisha, Fang Yu, and Guo Xiang Wang. "Seismic Response Analyses of Isolated Bridges with Different Isolation Bearings." Advanced Materials Research 446-449 (January 2012): 1132–37. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.1132.

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In order to research the different types of isolation bearings impact on bridge performance, parameters of lead rubber bearing, super high damping rubber bearing and friction pendulum bearing are designed for the three-span continuous bridge. With the method of nonlinear time-history analysis, dynamic characteristic of this isolated bridge is studied by using sap2000. Analysis results show that the isolated bridge with three types isolation bearings has a good seismic isolation effect under rare earthquake. The difference of shear force between friction pendulum and other two types is about 4% below.
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33

Saatcioglu, Murat, and JagMohan Humar. "Dynamic analysis of buildings for earthquake-resistant design." Canadian Journal of Civil Engineering 30, no. 2 (April 1, 2003): 338–59. http://dx.doi.org/10.1139/l02-108.

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The proposed 2005 edition of the National Building Code of Canada specifies dynamic analysis as the preferred method for computing seismic design forces and deflections, while maintaining the equivalent static force method for areas of low seismicity and for buildings with certain height limitations. Dynamic analysis procedures are categorized as either linear (elastic) dynamic analysis, consisting of the elastic modal response spectrum method or the numerical integration linear time history method, or nonlinear (inelastic) response history analysis. While both linear and nonlinear analyses require careful analytical modelling, the latter requires additional considerations for proper simulation of hysteretic response and necessitates a special study that involves detailed review of design and supporting analyses by an independent team of engineers. The paper provides an overview of dynamic analysis procedures for use in seismic design, with discussions on mathematical modelling of structures, structural elements, and hysteretic response. A discussion of the determination of structural period to be used in association with the equivalent static force method is presented.Key words: dynamic analysis, earthquake engineering, elastic analysis, fundamental period, hysteretic modelling, inelastic analysis, National Building Code of Canada, seismic design, structural analysis, structural design.
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Ibarra, Alma R. Sánchez, Antonio J. Arede, José M. Jara Guerrero, and Pedro Delgado. "Overstrength of RC Medium Length Span Bridges." Applied Mechanics and Materials 906 (April 29, 2022): 81–86. http://dx.doi.org/10.4028/p-i30q62.

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Overstrength factors in bridges reported in various studies show great diversity that depends on the type of bridges selected and the set of seismic records used in the analyses. Particularly in Mexico, there are no previous studies that evaluate the bridges’ overstrength. This study determines overstrength factors in medium-length reinforced concrete bridges based on dynamic nonlinear analyses to establish design parameters in bridge regulations in Mexico. More than 3000 nonlinear time history analyses were carried out using 48 bridge models subjected to seismic records from an interplate seismic source. Based on the results, the overstrength factors of simply supported bridges with spans of 30 m and 50 m and substructures composed of one or more reinforced concrete columns were determined.
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35

SHAMA, AYMAN A. "ROCKING OF LARGE BRIDGE CAISSONS DUE TO SEISMIC EXCITATION." Journal of Earthquake and Tsunami 01, no. 04 (December 2007): 329–45. http://dx.doi.org/10.1142/s1793431107000201.

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Caisson foundations are massive structures that respond to seismic loads in a primarily rocking mode. This paper presents a case study on an existing bridge caisson where the capacity spectrum approach was used to evaluate the performance for a specific seismic event. The deformation capacity curve was evaluated from nonlinear static pushover of a three dimensional finite element model of the caisson embedded in the surrounding soil. The model included interface elements to capture gapping, sliding, and rocking of the caisson during the analysis. The nonlinear behavior of the soil was represented by a cap plasticity model, which is based on the well known Drucker–Prager yield condition and a non-associated flow rule. Alternatively, a theoretical approach was developed, using basic principles of structural mechanics and the half-space theory, to determine the capacity curve. Results of nonlinear static pushover methods compared favorably to nonlinear time history analyses.
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36

Medhekar, M. S., and DJL Kennedy. "Seismic evaluation of single-storey steel buildings." Canadian Journal of Civil Engineering 26, no. 4 (August 1, 1999): 379–94. http://dx.doi.org/10.1139/l99-002.

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The seismic performance of single-storey steel buildings, with concentrically braced frames and a roof diaphragm that acts structurally, is evaluated. The buildings are designed in accordance with the National Building Code of Canada 1995 and CSA Standard S16.1-94 for five seismic zones in western Canada with seismicities ranging from low to high. Only frames designed with a force modification factor of 1.5 are considered. Analytical models of the building are developed, which consider the nonlinear seismic behaviour of the concentrically braced frame, the strength and stiffness contributions of the cladding, and the flexibility, strength, and distributed mass of the roof diaphragm. The seismic response of the models is assessed by means of a linear static analysis, a response spectrum analysis, a nonlinear static or "pushover" analysis, and nonlinear dynamic time history analyses. The results indicate that current design procedures provide a reasonable estimate of the drift and brace ductility demand, but do not ensure that yielding is restricted to the braces. Moreover, in moderate and high seismic zones, the roof diaphragm responds inelastically and brace connections are overloaded. Recommendations are made to improve the seismic performance of such buildings.Key words: analyses, concentrically braced frame, dynamic, earthquake, flexible diaphragm, low-rise, nonlinear, seismic design, steel.
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37

Karimzadeh, Shaghayegh, Aysegul Askan, and Ahmet Yakut. "Evaluation of seismic performance measures for MDOF RC structures subjected to simulated and real ground motions." MATEC Web of Conferences 323 (2020): 02003. http://dx.doi.org/10.1051/matecconf/202032302003.

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Nonlinear time history analyses of structures require full time series of ground motion records. For regions with sparse seismic networks or potential large earthquakes, ground motion simulation has gained more attention in recent years. Simulated records are required to be generated using regional input dataset and then verified against existing recorded ground motions of past events. To use simulated ground motions in engineering applications, estimation of reliable seismic demand parameters is essential. In this study, the real and simulated records of the 2009 L’Aquila, Italy earthquake with (Mw=6.3) are investigated for their use in engineering practice. In the first step, misfits are evaluated for alternative seismological measures (peak values, duration and frequency as well as energy content of the time histories). Next, varying multi-degree-of-freedom reinforced concrete structures with different number of stories are selected. Numerical models of the structures are performed in the OpenSees platform. Seismic performance measures in terms of inter-story drift ratio for the selected structures are assessed through nonlinear time history analyses for both the real and simulated ground motions. Then, the misfits are estimated in terms of structural demand parameters. Results reveal a good fit between the seismological and engineering demand misfits for the selected ground motion simulation approaches.
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38

Jiang, Nan, and Fei Wang. "Three-Dimensional Dynamic Analysis on Soil-Structure Applying Mixed Linear-Nonlinear Substructure Method." Applied Mechanics and Materials 351-352 (August 2013): 372–77. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.372.

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To increase the computation efficiency of the three-dimensional nonlinear dynamic analysis of soil-structure, the liner-nonlinear mixed constrained mode synthesis method was put forward according to the characteristic that the structure owns local plastic region, which is appropriate for both nonlinear substructure and multi linear substructures with boundary coupling. Divided the whole system into linear substructure and nonlinear substructure, this method reduced the freedom degree of linear substructure according to the potential energy criterion and finally synthesized them with the nonlinear substructure, thus obtaining the dynamic response of nonlinear system. The accuracy and effectiveness of this method were proved by further applying this method in the three-dimensional dynamic analysis example of soil-high building interaction system to carry out dynamic time-history analyses under the effect of multi-groups earthquake incentives respectively for two different boundary conditions of soil mass. Finally, several groups of numerical experimentations were conducted based on the various different values of nonlinear soil mass region, and the result indicated that as far as the example of this paper was concerned, it can obtain satisfiable computation result when the range of nonlinear soil mass region was 3 times of the horizontal size of upper structure, which further demonstrated the effectiveness of the method proposed in this paper.
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39

Lin, K. C., H. H. Hung, and Y. C. Sung. "Seismic Performance of High Strength Reinforced Concrete Buildings Evaluated by Nonlinear Pushover and Dynamic Analyses." International Journal of Structural Stability and Dynamics 16, no. 03 (March 3, 2016): 1450107. http://dx.doi.org/10.1142/s0219455414501077.

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This paper investigates the combined effect of flexural and shear actions on the failure modes of the high strength reinforced concrete (HRC) members using the proposed algorithm for plastic hinge formation. The accuracy of the present procedure for the HRC columns was verified by comparing the results obtained with those of the cyclic loading tests performed in Japan. To evaluate the seismic performance of the HRC high-rise buildings, a seismic performance checklist for the HRC buildings was recommended. Based on the proposed algorithm for formation of plastic hinges, the seismic performance of HRC buildings based on the static pushover analysis is evaluated. From the results of the pushover analysis, a simplified lumped-mass stick model was developed, which is adopted to evaluate the seismic performance using the nonlinear time history analysis. For the purpose of illustration, the seismic performance of a high-rise building constructed with HRC was investigated by both the nonlinear pushover and nonlinear dynamic analyses using the proposed procedure and concepts. The results of this paper serve as a useful reference for the seismic design and evaluation of HRC high-rise structures.
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40

Chen, Chang-New. "DQFEM Analyses of Static and Dynamic Nonlinear Elastic-Plastic Problems Using a GSR-Based Accelerated Constant Stiffness Equilibrium Iteration Technique." Journal of Pressure Vessel Technology 123, no. 3 (February 28, 2001): 310–17. http://dx.doi.org/10.1115/1.1374205.

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An integrated numerical technique for static and dynamic nonlinear structural problems adopting the equilibrium iteration is proposed. The differential quadrature finite element method (DQFEM), which uses the differential quadrature (DQ) techniques to the finite element discretization, is used to analyze the static and dynamic nonlinear structural mechanics problems. Numerical time integration in conjunction with the use of equilibrium iteration is used to update the response history. The equilibrium iteration can be carried out by the accelerated iteration schemes. The global secant relaxation-based accelerated constant stiffness and diagonal stiffness-based predictor-corrector equilibrium iterations which are efficient and reliable are used for the numerical computations. Sample problems are analyzed. Numerical results demonstrate the algorithm.
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41

JEON, Seong-Ha, Ji-Hun PARK, and Tae-Woong HA. "Seismic Design of Steel Moment-Resisting Frames with Damping Systems in Accordance with KBC 2016." Applied Sciences 9, no. 11 (June 5, 2019): 2317. http://dx.doi.org/10.3390/app9112317.

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An efficient design procedure for building structures with damping systems is proposed using nonlinear response history analysis permitted in the revised Korean building code, KBC 2016. The goal of the proposed procedure is to design structures with damping systems complying with design requirements of KBC 2016 that do not specify a detailed design method. The proposed design procedure utilizes response reduction factor obtained by a limited number of nonlinear response history analyses of the seismic-force-resisting system with incremental damping ratio substituting damping devices. Design parameters of damping device are determined taking into account structural period change due to stiffness added by damping devices. Two design examples for three-story and six-story steel moment frames with metallic yielding dampers and viscoelastic dampers, respectively, shows that the proposed design procedure can produce design results complying with KBC 2016 without time-consuming iterative computation, predict seismic response accurately, and save structural material effectively.
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42

Baby, Ajin, and Manish Shrikhande. "Wavelet Packet Characterization of Scenario Earthquake Ground Motions." Journal of Earthquake and Tsunami 11, no. 03 (August 14, 2017): 1750006. http://dx.doi.org/10.1142/s1793431117500063.

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With increased emphasis on performance-based seismic design, the need for appropriate ground motion time histories for use in nonlinear dynamic analyses is felt accutely. However, it is generally not possible to get a suitable recorded time history consistent with the estimated hazard at a specific site. The ground motion prediction models are therefore derived/developed from a statistical analysis of recorded ground motion for a variety of source and site conditions to address this need. Most often, the ground motion prediction models are developed to model the response spectrum amplitudes at a set of natural periods and the ground motion time history, if required, is then generated to be consistent with this predicted response spectrum. These simulated time histories often lack in modeling the wave arrivals and temporal variation in the distribution of energy with respect to frequency. In this paper, we present a wavelet-based ground motion prediction model for directly generating ground motion time history that is consistent with the postulated scenario earthquake at a site.
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43

Zucca, Marco, Nicola Longarini, Marco Simoncelli, and Aly Mousaad Aly. "Tuned Mass Damper Design for Slender Masonry Structures: A Framework for Linear and Nonlinear Analysis." Applied Sciences 11, no. 8 (April 11, 2021): 3425. http://dx.doi.org/10.3390/app11083425.

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The paper presents a proposed framework to optimize the tuned mass damper (TMD) design, useful for seismic improvement of slender masonry structures. A historical masonry chimney located in northern Italy was considered to illustrate the proposed TMD design procedure and to evaluate the seismic performance of the system. The optimization process was subdivided into two fundamental phases. In the first phase, the main TMD parameters were defined starting from the dynamic behavior of the chimney by finite element modeling (FEM). A series of linear time-history analyses were carried out to point out the structural improvements in terms of top displacement, base shear, and bending moment. In the second phase, masonry’s nonlinear behavior was considered, and a fiber model of the chimney was implemented. Pushover analyses were performed to obtain the capacity curve of the structure and to evaluate the performance of the TMD. The results of the linear and nonlinear analysis reveal the effectiveness of the proposed TMD design procedure for slender masonry structures.
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44

Altunişik, Ahmet Can, Ali Fuat Genç, Murat Günaydin, Süleyman Adanur, and Fatih Yesevi Okur. "Ambient Vibration-Based System Identification of a Medieval Masonry Bastion for Health Assessment using Nonlinear Analyses." International Journal of Nonlinear Sciences and Numerical Simulation 19, no. 2 (March 26, 2018): 107–24. http://dx.doi.org/10.1515/ijnsns-2017-0004.

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AbstractEarthquakes have underlined the need for health monitoring and safety assessment of engineering structures in general and especially historical heritage. These structures can be exposed to many different loads such as earthquake and wind that may cause the deterioration and loss of structural integrity. In this study, ambient vibration-based system identification of Zağanos Bastion is carried out for health assessment using linear and nonlinear analyses. 3D finite element analyses of the bastion are performed using relievo drawings and analytical dynamic characteristics are obtained. Ambient vibration tests are conducted on the bastion and experimental dynamic characteristics such as natural frequencies, mode shapes and damping ratios are determined. Enhanced Frequency Domain Decomposition Method in the frequency domain and Stochastic Subspace Identification Method in the time domain are used to extract the experimental dynamic characteristics. Maximum differences are minimized using some uncertain parameters to obtain the updated finite element model. Linear and nonlinear time history analyses are carried out using 1999 Kocaeli earthquake ground motion record to display the maximum displacements, stresses and local damage regions with detail. This study suggests that minor damage at the connection points and exterior surface will sustain under destructive earthquakes.
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45

Nohutcu, Halil. "Seismic Failure Pattern Prediction in a Historical Masonry Minaret under Different Earthquakes." Advances in Civil Engineering 2019 (January 22, 2019): 1–16. http://dx.doi.org/10.1155/2019/8752465.

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Historical structures are the values that are of great importance to that country, showing the roots of a country, and must be passed on from generation to generation. This study attempts to make a contribution to this goal. Seismic damage pattern estimation in a historical brick masonry minaret under different ground motion levels is investigated by using updated finite element models based on ambient vibration data in this study. Imaret Mosque which was built in 1481 AD is selected for an application. Surveying measurement and material tests were conducted to obtain a 3D solid model and mechanical properties of the components of the minaret. Firstly, the initial 3D finite element model of the minaret was analyzed and numerical dynamic characteristics of the minaret were obtained. Then, ambient vibration tests as well as operational modal analysis were implemented in order to obtain the experimental dynamic characteristics of the minaret. The initial finite element model of the minaret was updated by using the experimental dynamic results. Lastly, linear and nonlinear time-history analyses of the updated finite element model of the minaret were carried out using the acceleration records of two different level earthquakes that occurred in Turkey, in Afyon-Dinar (1995) and Çay-Sultandağı (2002). A concrete damage plasticity model is considered in the nonlinear analyses. The conducted analyses indicate that the compressive and tension stress results of the linear analyses are not as realistic as the nonlinear analysis results. According to the nonlinear analysis, the Çay-Sultandağı earthquake would inflict limited damage on the minaret, whereas the Dinar earthquake would damage some parts of the elements in the transition segment of the minaret.
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46

Azodi, Maryam, Mehdi Banazadeh, and Amir Mahmoudi. "Seismic performance assessment of high-rise steel moment frame building with Reinforced Concrete (RC) core wall based on nonlinear time history analysis." Research, Society and Development 11, no. 4 (March 20, 2022): e35711427464. http://dx.doi.org/10.33448/rsd-v11i4.27464.

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This paper focuses on seismic responses of a 30-story high-rise building with a dual lateral system of Reinforced Concrete (RC) core shear wall and steel moment frame. To assess the seismic performance of the building, a nonlinear finite element model is built by using the OpenSees software. This three-dimensional model is created by using the fiber-beams for members and multi-layer shell elements for RC core walls. The numerical simulation has been examined under the thirteen sets of strong ground motion records which are scaled with the design and maximum seismic levels, Design-Basis Earthquake (DBE) and Maximum Considered Earthquake (MCE) level hazards respectively. In consequence, the desirable performance of high-rise steel moment frame building with RC shear core consisting of coupling beams and rectangular shear walls is shown. The outcome of nonlinear time history analyses reports the acceptable seismic performance of tall buildings designed. Results showed that maximum inter-story drift is significantly lower than allowable drift. Also, the RC core wall absorbed almost two-third of the total shear forces from the base level to one-third of height. However, the shear values of the core wall were significantly reduced by increasing the height while the shear values of the steel moment frame stayed constant.
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47

Paolucci, Roberto, Raffaele Figini, and Lorenza Petrini. "Introducing Dynamic Nonlinear Soil-Foundation-Structure Interaction Effects in Displacement-Based Seismic Design." Earthquake Spectra 29, no. 2 (May 2013): 475–96. http://dx.doi.org/10.1193/1.4000135.

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An iterative linear-equivalent procedure to take into account nonlinear soil-structure interaction effects in the displacement-based seismic design is presented for the case of shallow foundations. The procedure is based on the use of empirical curves to evaluate the stiffness degradation and the increase of damping ratio as a function of foundation rotation. Iterations are performed to ensure that admissible values of foundation rotations are complied with, in addition to the standard checks on structural displacements and drifts. Some examples of application of the approach to the design of bridge piers are provided. Design results are checked by means of nonlinear dynamic time-history analyses performed by a macro-element-based numerical tool, assuming nonlinear behavior of both structure and soil-foundation system.
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48

Mehr, Masoud, and Arash E. Zaghi. "Modified Elastic Dynamic Analysis (EDA) for Seismic Demand on In-Span Hinge Shear Keys in Multi-Frame Bridges." Transportation Research Record: Journal of the Transportation Research Board 2672, no. 41 (May 14, 2018): 75–86. http://dx.doi.org/10.1177/0361198118767420.

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Long concrete box-girder bridges are typically constructed in multiple frames that are separated by in-span hinges. Shear keys, located at the in-span hinges, help preserve the transverse integrity of the bridge frames. To date, no reliable method other than nonlinear time history analysis exists to estimate the seismic force demands on in-span shear keys. Methods such as pushover and elastic dynamic analysis (EDA) do not provide accurate estimations. In this study, a rational and reliable analysis method was developed for obtaining the seismic demand on in-span shear keys of multi-frame bridges. A large number of time history analyses were performed on two- to five-frame bridge models with single- and two-column bents that were designed according to California Department of Transportation (Caltrans) Seismic Design Criteria. The results show that high-frequency modes of vibration of the superstructure significantly contribute to the shear key force demands. These modes may also cause transverse yielding in columns. It was established that a modified EDA method may be used to approximate the shear key force demands. In the proposed modified method, the modal forces are reduced separately by the corresponding modal displacement ductility before performing modal combination. This method accounts for the nonlinear response under high-frequency modes of vibration.
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Al-Helwani, Amjad, Mohamad Khir Abdul-wahed, and Mohanad Talal Alfach. "Dynamic behavior assessment of public buildings in Syria using non-linear time-history analysis and ambient noise measurements: a case study." Asian Journal of Civil Engineering 22, no. 4 (January 9, 2021): 637–48. http://dx.doi.org/10.1007/s42107-020-00337-w.

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AbstractThis study evaluates the dynamic behavior and performance of vital reinforced concrete (RC) public building [Ministry of Higher Education (MHE)] designed in compliance with the old Syrian (non-seismic) building code. The real non-linear dynamic behavior of the MHE building has been checked by detailed dynamic numerical analyses (finite elements method—FEM) validated by a series of ambient noise measurements carried out on-site. The modeling approach for the thorough 3D dynamic analyses of the (RC) MHE building has been developed to be able to investigate the actual non-linear dynamic performance of widespread range of RC structures, providing the opportunity to set up a reliable detailed methodology to assess the real dynamic performance of the old vital structures designed according to the old Syrian (non-seismic) building code from the new seismic requirements perspective. The results of the frequency analyses, the nonlinear time history, and the experimental measurements have shown an excellent agreement. The study showed that the modeling approach by the FEM is reliable for predicting the actual dynamic behavior of RC structures, but it is very sensitive to the modeling assumptions. Furthermore, the dynamic performance analyses have revealed unsymmetrical behavior of the east–west wings about the Y-axis which could be attributed to the inefficient seismic rehabilitation executed in 2001.
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Sarker, Sajib, Dookie Kim, Md Samdani Azad, Chana Sinsabvarodom, and Seongoh Guk. "Influence of Optimal Intensity Measures Selection in Engineering Demand Parameter of Fixed Jacket Offshore Platform." Applied Sciences 11, no. 22 (November 14, 2021): 10745. http://dx.doi.org/10.3390/app112210745.

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This research identifies the significant optimal intensity measures (IM) for seismic performance assessments of the fixed offshore jacket platforms. A four-legged jacket platform for the oil and gas operation is deployed to investigate the seismic performance. The jacket platform is applied with nonlinearly modeled using finite element (FE) software OpenSees. A total of 80 ground motions and 21 different IMs are incorporated for numerical analyses. Nonlinear time-history analyses are performed to obtain the jacket structure’s engineering demand parameters (EDP): peak acceleration and displacement at the top of the structure. Four important statistical parameters: practicality, efficiency, proficiency, and coefficient of determination, are then calculated to find the significant IMs for seismic performance of the jacket structure. The results show that acceleration-related IMs: effective design acceleration (EDA), A95 parameter, and peak ground acceleration (PGA) are optimal IMs, and the acceleration-related IMs have good agreements with the acceleration-related EDP.
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