Journal articles: 'Elastoplastic seismic response analysis'

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Parulekar, Y. M., G. R. Reddy, K. K. Vaze, and K. Muthumani. "Passive Control of Seismic Response of Piping Systems." Journal of Pressure Vessel Technology 128, no. 3 (August 30, 2005): 364–69. http://dx.doi.org/10.1115/1.2217969.

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Passive energy dissipating devices, such as elastoplastic dampers (EPDs) can be used for eliminating snubbers and reducing the response of piping systems subjected to seismic loads. Cantilever and three-dimensional piping systems were tested with and without EPD on shaker table. Using a finite element model of the piping systems, linear and nonlinear time-history analysis is carried out using Newmark’s time integration technique. Equivalent linearization technique, such as Caughey method, is used to evaluate the equivalent damping of the piping systems supported on elastoplastic damper. An iterative response spectrum method is used for evaluating response of the piping system using this equivalent damping. The analytical maximum response displacement obtained at the elastoplastic damper support for the two piping systems is compared with experimental values and time history analysis values. It has been concluded that the iterative response spectrum technique using Caughey equivalent damping is simple and results in reasonably acceptable response of the piping systems supported on EPD.

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Liang, Qianqian, Chen Zhao, and Jun Hu. "A New Elastoplastic Time-History Analysis Method for Frame Structures." Advances in Civil Engineering 2020 (September 30, 2020): 1–8. http://dx.doi.org/10.1155/2020/8818187.

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This study aimed to analyze the formation and application of the time-domain elastoplastic response spectrum. The elastoplastic response spectrum in the time domain was computed according to the trilinear force-restoring model. The time-domain elastoplastic response spectrum corresponded to a specific yield strength coefficient, fracture stiffness, and yield stiffness. However, the force-restoring models corresponding to different structural systems and the states of the structural systems at different moments were not the same. Therefore, the dynamic characteristics of a particular periodic point corresponding to a particular structure were meaningful for the elastoplastic response spectrum. In addition, the curve in the time-domain dimension along the periodic point truly reflected the real-time response of the structure when the structure encountered a seismic load.

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Bentley, Kevin J., and M. Hesham El Naggar. "Numerical analysis of kinematic response of single piles." Canadian Geotechnical Journal 37, no. 6 (December 1, 2000): 1368–82. http://dx.doi.org/10.1139/t00-066.

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Recent destructive earthquakes have highlighted the need for increased research into the revamping of design codes and building regulations to prevent further catastrophic losses in terms of human life and economic assets. The present study investigated the response of single piles to kinematic seismic loading using the three-dimensional finite element program ANSYS. The objectives of this study were (i) to develop a finite element model that can accurately model the kinematic soilstructure interaction of piles, accounting for the nonlinear behaviour of the soil, discontinuity conditions at the pilesoil interface, energy dissipation, and wave propagation; and (ii) to use the developed model to evaluate the kinematic interaction effects on the pile response with respect to the input ground motion. The static performance of the model was verified against exact available solutions for benchmark problems including piles in elastic and elastoplastic soils. The geostatic stresses were accounted for and radiating boundaries were provided to replicate actual field conditions. Earthquake excitation with a low predominant frequency was applied as an accelerationtime history at the base bedrock of the finite element mesh. To evaluate the effects of the kinematic loading, the responses of both the free-field soil (with no piles) and the pile head were compared. It was found that the effect of the response of piles in elastic soil was slightly amplified in terms of accelerations and Fourier amplitudes. However, for elastoplastic soil with separation allowed, the pile head response closely resembled the free-field response to the low-frequency seismic excitation and the range of pile and soil parameters considered in this study.Key words: numerical modelling, dynamic, lateral, piles, kinematic, seismic.

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Shahrour, I., F. Khoshnoudian, M. Sadek, and H. Mroueh. "Elastoplastic analysis of the seismic response of tunnels in soft soils." Tunnelling and Underground Space Technology 25, no. 4 (July 2010): 478–82. http://dx.doi.org/10.1016/j.tust.2010.01.006.

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YUAN, Hai, and Taro SHIMOGO. "Sensitivity analysis of yield level for seismic response of elastoplastic structure." Transactions of the Japan Society of Mechanical Engineers Series C 57, no. 533 (1991): 112–17. http://dx.doi.org/10.1299/kikaic.57.112.

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Shuai, Yan, and Tie Ying Li. "Seismic Response Analysis of Dendritic Column in the Folded Plate Grid Frame." Applied Mechanics and Materials 405-408 (September 2013): 696–701. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.696.

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Firstly, we described the basic situation of dendritic structure. Then studied the elastoplastic time-procedure analysis of the dendriform-column, and researched in dynamic performance of structure under seldom occurred earthquake. Finally, we presented the performance difference comparison in the hinged support and fixed support conditions, and the corresponding analysis for folded plate grid frame structure. All these experiences will promote the application of dendriform-column in folded plate grid frame structure on the design and research work.

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Kontoe, Stavroula, Lidija Zdravkovic, David M. Potts, and Christopher O. Menkiti. "Case study on seismic tunnel response." Canadian Geotechnical Journal 45, no. 12 (December 2008): 1743–64. http://dx.doi.org/10.1139/t08-087.

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This paper presents a case study of the Bolu highway twin tunnels that experienced a wide range of damage during the 1999 Duzce earthquake in Turkey. Attention is focused on a particular section of the left tunnel that was still under construction when the earthquake struck and that experienced extensive damage during the seismic event. Static and dynamic plane-strain finite element (FE) analyses were undertaken to investigate the seismic tunnel response at two sections and to compare the results with the post-earthquake field observations. The predicted maximum total hoop stress during the earthquake exceeds the strength of shotcrete in the examined section. The occurrence of lining failure and the predicted failure mechanism compare very favourably with field observations. The results of the dynamic FE analyses are also compared with those obtained by simplified methodologies (i.e., two analytical elastic solutions and quasi-static elastoplastic FE analyses). For this example, the quasi-static racking analysis gave thrust and bending-moment distributions around the lining that differed significantly from those obtained from full dynamic analyses. However, the resulting hoop stress distributions were in reasonable agreement.

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Hong, Gan, Mei Li, and Yi Zhen Yang. "Nonlinear Dynamic Analysis of the Damping Frame Structure System." Advanced Materials Research 594-597 (November 2012): 886–90. http://dx.doi.org/10.4028/www.scientific.net/amr.594-597.886.

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Abstract. In the paper, take full account of energy dissipation operating characteristics. Interlayer shear-frame structure for the analysis of the Wilson-Θmethod ELASTOPLASTIC schedule, the design of a nonlinear dynamic time history analysis procedure. On this basis, taking into account the restoring force characteristics of the energy dissipation system, the inflection point in the restoring force model treatment, to avoid a result of the calculation results of distortion due to the iterative error. A frame structure seismic response time history analysis results show that: the framework of the energy dissipation significantly lower than the seismic response of the common framework, and its role in the earthquake when more significant.

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Sun, Bai Tao, and Hong Fu Chen. "Elastoplastic Seismic Response Analysis of Masonry Buildings with Variable Wall Thickness along Height." Key Engineering Materials 452-453 (November 2010): 101–4. http://dx.doi.org/10.4028/www.scientific.net/kem.452-453.101.

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The multistory masonry buildings with variable wall thickness along the height have suffered different degrees of damage subjected to the Wenchuan earthquake. In order to study the failure mechanism of such masonry structure under the earthquake, three types of five-story structure of computational model are firstly introduced in this paper, including (1) the wall thickness of five stories is 240mm; (2) the wall thickness of the first floor is 370mm, and that of the upper four stories is 240mm; (3) the wall thickness of the first and second story is 370mm, and that of the other stories is 240mm. Then, the elastoplastic time-history dynamic analysis is carried on with the story shear model by the finite element method, and the ground motion of El Centro waves are adopted as earthquake input motion. The analysis results show that variation of wall thickness along height can easily cause stiffness mutation of the upper and lower floor, lead to local floor deformation concentration and soft floors, and the change of failure mechanism of the structure. Finally, it is suggested that some appropriate seismic resistance measures should be taken to meet the lateral stiffness ratio of the upper and lower floor in the later design of this structure, or this kind of structure should be avoided using as far as possible.

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Kang, Yong Gang, Yu Zhen Chang, Ting Xu, and Ying Kang. "Dynamic Stability Analysis of Steel-Concrete Composite Ribbed Shell." Advanced Materials Research 712-715 (June 2013): 822–26. http://dx.doi.org/10.4028/www.scientific.net/amr.712-715.822.

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Steel-concrete composite ribbed shell is a kind of shell structure based on the thin concrete shell, which has the advantages of two different materials, at the same time with steel nets shell and thin concrete shell structure. In this paper, the seismic performance of steel concrete composite ribbed shell is analyzed, in which the elastoplastic time-history analysis method is used to analyze internal force and deformation. Furthermore a parameter analysis is made to discuss the seismic performance, which considering different high-span ratio, section dimension, boundary conditions and structure division frequency. The influence on structure seismic performance and some structure dynamic response characteristics are obtained, which can be resulted for structural seismic design and referenced in steel-concrete thin shell design specification modification.

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Wu, Yingxiong, Jianfeng Lu, and Ai Qi. "Shaking table test and numerical analysis of mid-story isolation eccentric structure with tower–podium." Advances in Mechanical Engineering 11, no. 1 (January 2019): 168781401881956. http://dx.doi.org/10.1177/1687814018819562.

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Mid-story isolation eccentric structures with tower–podium are examples of vertically irregular structures. Its seismic performance and the related mechanisms, however, have not been experimentally examined. In this study, a representative model of a practical mid-story isolation eccentric structure with a large podium was fabricated, tested, and simulated to investigate its seismic response under different earthquakes. The results were then compared to those of an anti-seismic model without the isolation layer. The results show that (a) the mid-story isolation eccentric structure with tower–podium has the similar characteristics of seismic performance with the regular story isolation structure; (b) as the peak acceleration value increases, the podium could quickly enter the elastoplastic state and reach the medium damage level. The damage extent in the second layer of the podium is larger than that in its first layer. It is thus recommended that the structural components of the podium be strengthened, and the elastoplastic displacement angle limit of the podium be increased. The modeling results also indicate the torsional effects of such eccentric structure are effectively inhibited. Our study enhances the understanding of the mid-story isolation eccentric structure with tower–podium and pioneers a guide to the seismic design of such a structure.

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Deng, Peng, Shiling Pei, John W. van de Lindt, Hongyan Liu, and Chao Zhang. "An approach to quantify the influence of ground motion uncertainty on elastoplastic system acceleration in incremental dynamic analysis." Advances in Structural Engineering 20, no. 11 (March 21, 2017): 1744–56. http://dx.doi.org/10.1177/1369433217693630.

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Inclusion of ground motion–induced uncertainty in structural response evaluation is an essential component for performance-based earthquake engineering. In current practice, ground motion uncertainty is often represented in performance-based earthquake engineering analysis empirically through the use of one or more ground motion suites. How to quantitatively characterize ground motion–induced structural response uncertainty propagation at different seismic hazard levels has not been thoroughly studied to date. In this study, a procedure to quantify the influence of ground motion uncertainty on elastoplastic single-degree-of-freedom acceleration responses in an incremental dynamic analysis is proposed. By modeling the shape of the incremental dynamic analysis curves, the formula to calculate uncertainty in maximum acceleration responses of linear systems and elastoplastic single-degree-of-freedom systems is constructed. This closed-form calculation provided a quantitative way to establish statistical equivalency for different ground motion suites with regard to acceleration response in these simple systems. This equivalence was validated through a numerical experiment, in which an equivalent ground motion suite for an existing ground motion suite was constructed and shown to yield statistically similar acceleration responses to that of the existing ground motion suite at all intensity levels.

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OHMATA, Kenichiro, and Youichi NAKAMURA. "Elastoplastic Damper Using V-Shaped Plates. 1st Report. Seismic Response Analysis of a Base Isolated Building Using the Elastoplastic Damper." Transactions of the Japan Society of Mechanical Engineers Series C 57, no. 542 (1991): 3152–57. http://dx.doi.org/10.1299/kikaic.57.3152.

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Sadek, Marwan, Fadi Hage Chehade, Bassem Ali, and Ahmed Arab. "Seismic Soil Structure interaction for Shear wall structures." MATEC Web of Conferences 281 (2019): 02006. http://dx.doi.org/10.1051/matecconf/201928102006.

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For soft soil subjected to earthquake loading, the soil non linearity could significantly amplify the ground motion. This paper presents a 3D numerical study on the influence of soil non linearity on the seismic soil structure interaction for shear wall structures. Numerical simulations are conducted for both elastic and elastoplastic behaviour for the soil. Real ground motions records are used in the study. The analysis is focused on the seismic induced response of the soil and the structure in terms of displacement and velocity. The results show that considering elastic model for the soil behaviour is not sufficient and could significantly affect the seismic induced response of the system.

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Maheshwari, Bal Krishna, Kevin Z. Truman, M. Hesham El Naggar, and Phillip L. Gould. "Three-dimensional finite element nonlinear dynamic analysis of pile groups for lateral transient and seismic excitations." Canadian Geotechnical Journal 41, no. 1 (February 1, 2004): 118–33. http://dx.doi.org/10.1139/t03-073.

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The effects of material nonlinearity of soil and separation at the soilpile interface on the dynamic behaviour of a single pile and pile groups are investigated. An advanced plasticity-based soil model, hierarchical single surface (HiSS), is incorporated in the finite element formulation. To simulate radiation effects, proper boundary conditions are used. The model and algorithm are verified with analytical results that are available for elastic and elastoplastic soil models. Analyses are performed for seismic excitation and for the load applied on the pile cap. For seismic analysis, both harmonic and transient excitations are considered. For loading on the pile cap, dynamic stiffness of the soilpile system is derived and the effect of nonlinearity is investigated. The effects of spacing between piles are investigated, and it was found that the effect of soil nonlinearity on the seismic response is very much dependent on the frequency of excitation. For the loading on a pile cap, the nonlinearity increases the response for most of the frequencies of excitation while decreasing the dynamic stiffness of the soilpile system.Key words: pile groups, plasticity, separation, dynamic stiffness, seismic response.

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SOARES, R. W., S. S. LIMA, and S. H. C. SANTOS. "Reinforced concrete bridge pier ductility analysis for different levels of detailing." Revista IBRACON de Estruturas e Materiais 10, no. 5 (September 2017): 1042–50. http://dx.doi.org/10.1590/s1983-41952017000500006.

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Abstract The structural design under seismic loading has been for many years based on force methods to consider the effects of energy dissipation and elastoplastic behavior. Currently, displacement-based methods are being developed to take into account elastoplastic behavior. These methods use moment-curvature relationships to determine the ductility capacity of a structural element, which is the deformation capacity of the element before its collapse. The greater the plastic displacement or rotation a structural member can achieve before it collapses, the more energy it is capable of dissipating. This plastic displacement or rotation capacity of a member is known as the member ductility, which for reinforced concrete members is directly related to efficient concrete confinement. This study investigates at which extents transverse reinforcement detailing influences reinforced concrete column ductility. For this, a bridge located in Ecuador is modeled and analyzed, and its ductility evaluated considering several cases of axial loading and concrete confinement levels. After the performed displacement-based analyses, it is verified whether the response modification factor defined by AASHTO is adequate in the analyzed case.

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Bowen, Hayden J., and Misko Cubrinovski. "Effective stress analysis of piles in liquefiable soil." Bulletin of the New Zealand Society for Earthquake Engineering 41, no. 4 (December 31, 2008): 247–62. http://dx.doi.org/10.5459/bnzsee.41.4.247-262.

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When evaluating the seismic performance of pile foundations in liquefiable soils, it is critically important to estimate the effects of cyclic ground displacements on the pile response. Advanced analyses based on the effective stress principle account for these effects in great detail by simulating the process of pore pressure build-up and associated stress-strain behaviour of soils. For this reason, the effective stress method has been established as a principal tool for the analysis and assessment of seismic performance of important engineering structures. In this paper, effective stress analysis is applied to a case study of a bridge pier founded on piles in liquefiable soil. The study examines the likely effects of liquefaction, cyclic ground displacements and soil-structure interaction on the bridge foundation during a strong earthquake. A fully coupled effective stress method of analysis is used to compute the dynamic response of the soil-pile-bridge system. In the analysis, an elastoplastic deformation law based on a state concept interpretation is used for modelling nonlinear behaviour of sand. The seismic performance of the pile foundation is discussed using computed time histories and maximum values of ground and pile displacements, excess pore water pressure and pile bending moments. The advantages of the effective stress analysis are discussed through comparisons with a more conventional pseudo-static analysis of piles.

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Zhao, Yu Liang, and Zhao Dong Xu. "Elastic-Plastic Time History Analysis of MR Damping Structure Based on LQG Algorithm." Applied Mechanics and Materials 858 (November 2016): 145–50. http://dx.doi.org/10.4028/www.scientific.net/amm.858.145.

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This paper discussed an elastic-plastic time-history analysis on a structure with MR dampers based on member model, in which the elastoplastic member of the structure is assumed to be single component model and simulated by threefold line stiffness retrograde model. In order to obtain better control effect, Linear Quadratic Gaussian (LQG) control algorithm is used to calculate the optimal control force, and Hrovat boundary optimal control strategy is used to describe the adjustable damping force range of MR damper. The effectiveness of the MR damper based on LQG algorithm to control the response of the structure was investigated. The results from numerical simulations demonstrate that LQG algorithm can effectively improve the response of the structure against seismic excitations only with acceleration feedback.

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SHUGYO, Minoru, and Masaru SHIMAZU. "ELASTOPLASTIC SEISMIC RESPONSE ANALYSIS OF A FRAME WITH LUMPED MASS MODELING BY THE FIBERED PLASTIC HINGE METHOD." Journal of Structural and Construction Engineering (Transactions of AIJ) 79, no. 696 (2014): 275–83. http://dx.doi.org/10.3130/aijs.79.275.

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Jankowski, Robert. "Damage-Involved Response of Two Colliding Buildings under Non-Uniform Earthquake Loading." Key Engineering Materials 577-578 (September 2013): 197–200. http://dx.doi.org/10.4028/www.scientific.net/kem.577-578.197.

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Pounding between insufficiently separated buildings, which may result in considerable damage or may even lead to the total collapse of colliding structures, has been repeatedly observed during earthquakes. Earthquake-induced collisions of buildings has been intensively studied applying various structural models. It was assumed in the analyses, however, that the seismic excitation is identical for all structural supports; whereas, in the reality, the ground motion differs from place to place due to spatial seismic effects connected with propagation of the seismic wave. The aim of the present paper is to conduct a detailed non-linear damage-involved analysis of pounding between two structures under non-uniform earthquake loading. A case of pounding between the Olive View Hospital main building and one of its stairway towers, observed during the San Fernando earthquake of 1971, has been considered in the study. In the numerical FEM analysis, non-linear material properties have been simulated using stiffness degradation (due to damage under cyclic loading) model of concrete and elastoplastic damage model of reinforcing steel. A method of conditional stochastic modelling has been used to generate the input ground motion records. The results of the study indicate that the incorporation of the non-uniform ground motion excitation may lead to substantial change of pounding-involved response of the structures. The difference between the uniform and non-uniform responses has been found to be relatively large considering the fact that the variation in the simulated input ground motion records was rather small. This shows the importance of incorporation in the damage-involved numerical analysis the effects connected with propagation of the seismic wave.

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Wu, Xiaohan, Jun Wang, and Jiangyong Zhou. "Seismic Performance Analysis of a Connected Multitower Structure with FPS and Viscous Damper." Shock and Vibration 2018 (October 8, 2018): 1–19. http://dx.doi.org/10.1155/2018/1865761.

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A high four-tower structure is interconnected with a long sky corridor bridge on the top floor. To reduce the earthquake responses and member forces of the towers and sky corridor bridge, a passive control strategy with a friction pendulum tuned mass damper (FPTMD) was adopted. The sky corridor bridge was as the mass of FPTMD. The connection between the towers and the sky corridor bridge was designed as flexible links, where friction pendulum bearings (FPBs) and viscous dampers were installed. Elastoplastic time-history analysis was conducted by using Perform-3D model to look into its seismic behavior under intensive seismic excitation. The optimal design of the FPTMD with varying friction coefficients and radius of friction pendulum bearing (FPB) under seismic excitations was carried out, and the seismic behavior of the structure was also investigated at the same time.Results show that, for this four-tower connected structure, the friction pendulum tuned mass damper (FPTMD) has very well effect on seismic reduction. The structure can meet the seismic resistance design requirements.

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Yang, Zhong, Yun Xu, Bing Zhao, and Xu Jun Chen. "Dynamic Analysis of Reticulated Shell Subjected to Earthquake Excitation." Applied Mechanics and Materials 90-93 (September 2011): 1461–66. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.1461.

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An optimum reticulated shell structure is selected and its dynamic properties are analyzed. In this paper analyses the dynamic feature and gains the elementary parameters from the analysis of free vibration. The frequencies and modes are compared by two finite element methods. The paper analyzes the dynamic responses of the reticulated shell structure subjected to two-dimensional and three-dimensional earthquake waves respectively. Simultaneously analyses the linear，geometric nonlinear and both geometric and material nonlinear dynamic responses in two situations. The nodal displacements and stresses of members are compared and analyzed. The characteristics of elastoplastic seismic responses of the structure are revealed and the basic rules are obtained.

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Qu, Weilian, Ernian Zhao, and Qiang Zhou. "Refined Analysis of Fatigue Crack Initiation Life of Beam-to-Column Welded Connections of Steel Frame under Strong Earthquake." Shock and Vibration 2017 (2017): 1–13. http://dx.doi.org/10.1155/2017/7946286.

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This paper presents a refined analysis for evaluating low-cycle fatigue crack initiation life of welded beam-to-column connections of steel frame structures under strong earthquake excitation. To consider different length scales between typical beam and column components as well as a few crucial beam-to-column welded connections, a multiscale finite element (FE) model having three different length scales is formulated. The model can accurately analyze the inelastic seismic response of a steel frame and then obtain in detail elastoplastic stress and strain field near the welded zone of the connections. It is found that the welded zone is subjected to multiaxial nonproportional loading during strong ground motion and the elastoplastic stress-strain field of the welded zone is three-dimensional. Then, using the correlation of the Fatemi-Socie (FS) parameter versus fatigue life obtained by the experimental crack initiation fatigue data of the structural steel weldment subjected to multiaxial loading, the refined evaluation approach of fatigue crack initiation life is developed based on the equivalent plastic strain at fatigue critical position of beam end seams of crucial welded connections when the steel frame is subjected to the strong earthquake excitation.

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Cheng, Yu, Yao-Rong Dong, Li Qin, Yuan-Yuan Wang, and Ye-Xue Li. "Seismic Energy Response of SDOF Systems Subjected to Long-Period Ground Motion Records." Advances in Civil Engineering 2021 (March 23, 2021): 1–20. http://dx.doi.org/10.1155/2021/6655400.

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To provide an important reference for the energy-based seismic design of long-period structures, the elastoplastic dynamic analysis program is employed to study the seismic energy response of single-degree-of-freedom (SDOF) systems under two types of typical long-period ground motions. Then, the influencing relationships of external and internal factors on the energy response spectra under near-fault pulse-like and far-field harmonic ground motions are analyzed one by one. Study results are obtained as follows: within the whole period, all the input energy, hysteretic energy and damping energy spectra of SDOF systems under near-fault pulse-like and far-field harmonic ground motions, are larger than those under common ground motions, even the seismic energy response under far-field harmonic ground motions is larger than that under near-fault pulse-like ground motions. From the aspect of energy concept, the energy response spectra and energy distribution rule of SDOF systems are evaluated based on the intensity and spectral distribution under near-fault pulse-like and far-field harmonic ground motions. If the ratio of hysteretic energy to input energy (RHEIE) is determined, the hysteretic energy which must be dissipated by a structure would be derived by the method of energy-based design. The input energy and hysteretic energy are mainly influenced by damping ratio and ductility coefficient, while the yield stiffness ratio exerts minor effects. It indicates that reasonable structural design parameters would contribute to the hysteretic energy of a structure itself.

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Yuan, Fang, Jinlong Pan, and Christopher KY Leung. "Elastoplastic time history analysis of reinforced engineered cementitious composite or engineered cementitious composite–concrete composite frame under earthquake action." Advances in Structural Engineering 20, no. 4 (June 26, 2016): 491–503. http://dx.doi.org/10.1177/1369433216655809.

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Engineered cementitious composite is a class of high-performance cementitious composites with pseudo-strain hardening behavior and excellent crack control capacity. Substitution of concrete with engineered cementitious composite can greatly reduce the cracking and durability problems associated with low tensile strength and brittleness of concrete and can significantly increase structural seismic resistance. In this article, a pair of beam–column joints with various matrix types has been tested under reversed cyclic loading to study the effect of substitution of concrete with engineered cementitious composite in the joint zone on the seismic behaviors of composite members. After that, a simplified constitutive model of engineered cementitious composite under cyclic loading is proposed, and the structural performance of steel reinforced engineered cementitious composite members is simulated by fiber beam elements. The accuracy of the model is verified with test data. Finally, three frame structures with different matrixes subjected to earthquake actions were numerically modeled to verify the contribution of ductile engineered cementitious composite material to structural seismic resistance. The seismic responses or failure mechanisms, deformation patterns, and energy dissipation capacities for each frame structure are analyzed and compared. The simulation results indicate that the application of engineered cementitious composite can reduce the maximum story drift ratio, and the distributions of the dissipated energy are more uniform along the building height when engineered cementitious composite is strategically used in ground columns and beam–column joints of the frame structure. The seismic performance of the reinforced engineered cementitious composite-concrete composite frame is found to be even better than the frame with all concrete replaced by engineered cementitious composite.

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Wang, Andong, Shanghong Chen, Wei Lin, and Ai Qi. "Seismic Performance Analysis of Tuned Mass Rocking Wall (TMRW)-Frame Building Structures." Buildings 11, no. 7 (July 5, 2021): 293. http://dx.doi.org/10.3390/buildings11070293.

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A tuned mass rocking wall (TMRW) is a passive control device that combines the merits of a traditional tuned mass damper (TMD) and a traditional rocking wall (RW). TMRWs not only help avoid weak story failure of the host structure but can also be regarded as a largely tuned mass substructure in the building structure. Through the appropriate design of the frequency ratio, the host structure can dissipate much more energy under earthquake excitations. In this paper, the basic equations of motion for the mechanical model of an SDOF structure-rigid rocking wall are established, and the optimization formulas of frequency ratio and damping ratio of TMRW are derived. Through the dynamic elastoplastic analysis of a six-story TMRW-frame model, the applicability of the derived parameter optimization formulas and the effectiveness of the TMRW in seismic performance control are investigated. The results demonstrate that the TMRW can coordinate the uneven displacement angle between stories of the host structure. Additionally, the TMRW is found to possess the merit of reducing both the peak and root-mean-square (RMS) structural responses when subjected to different types of earthquake excitations.

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Esteva, Luis. "Nonlinear Seismic Response of Soft-First-Story Buildings Subjected to Narrow-Band Accelerograms." Earthquake Spectra 8, no. 3 (August 1992): 373–89. http://dx.doi.org/10.1193/1.1585686.

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The nonlinear dynamic response of shear systems representative of buildings with excess stiffness and strength at all stories above the first one is studied. Variables covered were number of stories, fundamental period, along-height form of variation of story stiffness, ratio of post-yield to initial stiffness, in addition to the variable of primary interest: the factor r, expressing the ratio of the average value of the safety factor for lateral shear at the upper stories to that at the bottom story. The lateral strength at the latter was taken as equal to the nominal value of the corresponding story shear computed by conventional modal dynamic analysis for the design spectrum specified by Mexico City seismic design regulations of 1987 for a seismic behavior (ductility) reduction coefficient of 4.0. The excitation was in some cases the EW component of the accelerogram recorded at the parking lot of the Ministry of Communications and Transport in the same city during the destructive earthquake of September 19, 1985, and in some other cases an ensemble of artificial accelerograms with similar statistical properties. It is concluded that the nonlinear seismic response of shear buildings whose upper stories have lateral strengths and stiffnesses which correspond to safety factors larger than those applied to the first story is very sensitive to the relation between the average of the over-strength factors at the upper stories and that at the first one, as well as to the ratio of post-yield to initial stiffnesses. The nature and magnitude of the influence of r on the maximum ductility demands at the first story depend on the low-strain fundamental natural period of the system. The ductility demands computed for elastoplastic systems may in some cases be extremely large. Accounting for P-delta effects leads to an enhancement of the sensitivity of the response with respect to r.

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Li, Yongqiang, Gang Wang, Liping Jing, Lei Zhang, and Xinjun Cheng. "Unified Description of the Mechanical Properties of Typical Marine Soil and Its Application." Shock and Vibration 2017 (2017): 1–18. http://dx.doi.org/10.1155/2017/3892193.

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This study employed a modified elastoplastic constitutive model that can systematically describe the monotonic and cyclic mechanical behaviors of typical marine soils combining the subloading, normal, and superloading yield surfaces, in the seismic response analysis of three-dimensional (3D) marine site. New evolution equations for stress-induced anisotropy development and the change in the overconsolidation of soils were proposed. This model can describe the unified behaviour of unsaturated soil and saturated soil using independent state variables and can uniquely describe the multiple mechanical properties of soils under general stress states, without changing the parameter values using the transform stress method. An effective stress-based, fully coupled, explicit finite element–finite difference method was established based on this model and three-phase field theory. A finite deformation analysis was presented by introducing the Green-Naghdi rate tensor. The simulation and analysis indicated that the proposed method was sufficient for simulating the seismic disaster process of 3D marine sites. The results suggested that the ground motion intensity would increase due to the local uneven complex topography and site effect and also provided the temporal and spatial distribution of landslide and collapse at the specific location of the marine site.

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Hong, H. P., and J. Jiang. "Ratio between peak inelastic and elastic responses with uncertain structural properties." Canadian Journal of Civil Engineering 31, no. 4 (August 1, 2004): 703–11. http://dx.doi.org/10.1139/l04-048.

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A systematical assessment of the impact of the uncertainty in the natural vibration period and damping ratio on the peak displacement of linear elastic and elastoplastic single-degree-of-freedom systems is carried out using more than 200 strong ground-motion records. The assessment is based on the ratio of the peak inelastic displacement with uncertain structural properties to the peak linear elastic displacement and, the ratio of the peak linear elastic displacement to the yield displacement. Statistical analysis for the ratios obtained is presented. The analysis results indicate that the impact of the uncertainty in the damping ratio on these ratios is less significant than that of the uncertainty in the natural vibration period. The results also show that the consideration of uncertainty in the natural vibration period slightly alters the average peak displacement of the linear or elastoplastic systems. However, the coefficients of variation of these ratios change significantly, especially, if the mean of the natural vibration period is less than about 0.1 s. Simple to use empirical equations, based on the results obtained, are suggested in evaluating the mean and the coefficient of variation of the ratios considering the uncertainty in structural properties. Key words: seismic excitation, uncertainty, peak elastic displacement, peak inelastic displacement.

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OCHIAI, Kanehiro. "Characteristics of Seismic Loads to Mechanical Equipment with Elastoplastic Behaviour Studied by Response Dynamic Analyses with Two-Masses Model." Proceedings of the Dynamics & Design Conference 2020 (August 25, 2020): 227. http://dx.doi.org/10.1299/jsmedmc.2020.227.

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Liang, Xuan, Lin Cheng, TianQiao Liu, and JianBin Du. "Nonlinear dynamic analysis of the bridge bearing and genetic algorithm–based optimization for seismic mitigation." Advances in Structural Engineering 23, no. 12 (May 4, 2020): 2539–56. http://dx.doi.org/10.1177/1369433220916936.

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Seismic mitigation for bridges by the specific bearing with highly elastoplastic dissipaters is very important to ensure safety of superstructures exposed to earthquakes. To study the lateral vibration of the bridge bearing, a nonlinear dynamic model is developed while thoroughly considering highly nonlinear mechanical properties of the bearing in this article. The generalized- α method is specifically adapted to solve the nonlinear equations. Moreover, nonlinear behavior of the bearing is fully incorporated through direct path-following of the practical experimental hysteresis curve. The proposed method is validated through careful comparison between the dynamic simulation and the quasi-static experimental results. Mechanical responses of the bridge-pier system under earthquake excitations can be calculated in a more reliable manner. On this basis, a parametric optimization model involving several key parameters of the bearing-pier system is developed. The optimization problem is solved by the genetic algorithm as the searching tool. Numerical examples show that mechanical responses of the bridge-pier system subjected to the earthquake excitations can be effectively mitigated after parametric optimization. The extensive applicability of the proposed method is validated through finding the optimized parameters for the bearing when multiple different earthquakes are considered. Moreover, the accumulative energy absorption of the bearing is also considered to enhance the seismic performance of the bearing. This work provides a reliable way of dynamic performance prediction and seismic mitigation study of nonlinear bridge bearing under earthquake excitations given any complex experimental hysteresis curve.

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Riddell, Rafael. "On Ground Motion Intensity Indices." Earthquake Spectra 23, no. 1 (February 2007): 147–73. http://dx.doi.org/10.1193/1.2424748.

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The characterization of strength of earthquake demands for seismic analysis or design requires the specification of a level of intensity. Numerous ground motion intensity indices that have been proposed over the years are being used for normalizing or scaling earthquake records regardless of their efficiency. An essential point of this study is that a ground motion index is appropriate, or efficient, as long as it can predict the level of structural response. This study presents correlations between 23 ground motion intensity indices and four response variables: elastic and inelastic deformation demands, and input energy and hysteretic energy; nonlinear responses are computed using elastoplastic, bilinear, and bilinear with stiffness degradation models. As expected, no index is found to be satisfactory over the entire frequency range. Indeed, indices related to ground acceleration rank better in the acceleration-sensitive region of the spectrum; indices based on ground velocity are better in the velocity-sensitive region and, correspondingly, generally occur in the displacement-controlled region. Despite frequent criticism, the peak ground motion parameters passed the test successfully. A ranking of indices is presented, thus providing a choice of the most appropriate one for a particular application in the frequency range of interest.

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Sun, Feng, Ji Ming Kong, Qiang Cai, Fa You A, and Yun Cui. "The Dynamic Responses of Anti-Slide Piles Reinforced in the Rubble Soil Landslide." Applied Mechanics and Materials 99-100 (September 2011): 379–82. http://dx.doi.org/10.4028/www.scientific.net/amm.99-100.379.

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Acoording to the servic eability limit state, use the numerical analysis the method, using the fiinte element analysis software to the elastoplastic and the big distortion on the power solidifies in the finite element model, by using above coupled non-linear numerical approach, the dynamic response of piles and the earthquake resistance reinforcement. A computation method of raft foundation is brought foward in which many factors are considered. The method corresponds to real foundation working conditions. The results indicated as follows: Under the earthquake load function, the slope and anti-slide piles displacement response was amplified as the seismic motion propagated upwards through the slope. The greater the earthquake acceleration, the larger the deformation of the anti-slide pile. And the displacements of the pile were decreased from top to bottom. The different elevational point of the dynamic moment in the change tendency is the same. the dynamic moment to increase along with the input earthquake wave acceleration increases. There were larger differences occurring in the maximum value of resistances on the partial pile lain in stable rockmass and resistance distribution forms with different accelerations in different times. The calculation indicates that the new method may better reflect the actual locating state and sliding process of debris landslide and anti-slide piles under earthquake.

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Namita, Yoshio, Jun-Ichi Kawahata, Ichiro Ichihashi, and Toshihiko Fukuda. "Development of Seismic Design Method for Piping System Supported by Elastoplastic Damper. 2nd Report. Vibration Test of One-Dimensional Piping Model and Its Response Analysis." Transactions of the Japan Society of Mechanical Engineers Series C 61, no. 590 (1995): 3874–80. http://dx.doi.org/10.1299/kikaic.61.3874.

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Namita, Yoshio, Jun-Ichi Kawahata, Ichiro Ichihashi, and Toshihiko Fukuda. "Development of Seismic Design Method for Piping System Supported by Elastoplastic Damper. 3rd Report. Vibration Test of Three-Dimensional Piping Model and Its Response Analysis." Transactions of the Japan Society of Mechanical Engineers Series C 61, no. 590 (1995): 3881–88. http://dx.doi.org/10.1299/kikaic.61.3881.

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Markou, Nikolaos, and Panos Papanastasiou. "Geomechanics in Depleted Faulted Reservoirs." Energies 14, no. 1 (December 24, 2020): 60. http://dx.doi.org/10.3390/en14010060.

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This paper examines the impact of the effective stresses that develop during depletion of a faulted reservoir. The study is based on finite element modeling using 2D plane strain deformation analysis with pore pressure and elastoplastic deformation of the reservoir and sealing shale layers governed by the Drucker–Prager plasticity model. The mechanical properties and response of the rock formations were derived from triaxial test data for the sandstone reservoirs and correlation functions for the shale layers. A normal fault model and a reverse fault model were built using seismic data and interpretation of field data. The estimated tectonic in-situ stress field was transformed to the plane of the modeled geometry. Sensitivity studies were performed for uncertainties on the values of the initial horizontal stress and for the friction of the fault surfaces. It was found that the stress path during depletion is mainly controlled by the initial lateral stress ratio (LSR). The developed effective stresses with depletion are influenced by the fault geometry of the compartmentalized blocks. Plastic deformation develops for low LSR whereas for high values the system tends to remain in the elastic region. When plastic deformation takes place, it affects mainly the region near the fault. The reservoir deformation is dominated by vertical displacement which is higher near the fault region and nearly uniform in the remote area. The volumetric strain is dominated by compaction. More volatile conditions in relation to change of the friction coefficient and LSR were found for the normal fault geometry.

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Srivastav, Sanjeev, and James M. Nau. "Seismic Analysis of Elastoplastic MDOF Structures." Journal of Structural Engineering 114, no. 6 (June 1988): 1339–53. http://dx.doi.org/10.1061/(asce)0733-9445(1988)114:6(1339).

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Fei, Kang, Fei Tian, and Qian Zheng. "Coupled Elastoplastic Analysis of Dam Seismic Stability." Applied Mechanics and Materials 405-408 (September 2013): 2040–48. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.2040.

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A nonlinear procedure for coupled elastoplastic analysis of the dam seismic stability was presented in this paper. The soil nonlinear dynamic behavior was modeled using by a multiple yield surface model based on the numerical framework of u-p formulation. The strength reduction method was used to determine the factor of safety of dam slope and the location of failure surface. A case study of a 293.5 m high clay core rockfill dam was used to demonstrate the application of the method. Based on the computed results, it is founded that the maximum acceleration amplification coefficient is 1.72, which is almost 20% less than that obtained from the equivalent linear analysis. The most dangerous slip surface was at the shallow zone of the lower part of the upstream slope, which was different from the predicted location from the equivalent linear analysis. The earthquake induced pore water pressure and permanent deformation were also studied in detail.

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Zhang, Ruifu, Minjun Wu, Xiaosong Ren, and Chao Pan. "Seismic response reduction of elastoplastic structures with inerter systems." Engineering Structures 230 (March 2021): 111661. http://dx.doi.org/10.1016/j.engstruct.2020.111661.

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Elgamal, Ahmed‐Waeil M., Ahmed M. Abdel‐Ghaffar, and Jean‐Herve Prevost. "2‐D Elastoplastic Seismic Shear Response of Earth Dams: Theory." Journal of Engineering Mechanics 113, no. 5 (January 1987): 689–701. http://dx.doi.org/10.1061/(asce)0733-9399(1987)113:5(689).

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Elgamal, Ahmed‐Waeil M., Ahmed M. Abdel‐Ghaffar, and Jean‐Herve Prevost. "2‐D Elastoplastic Seismic Shear Response of Earth Dams: Applications." Journal of Engineering Mechanics 113, no. 5 (January 1987): 702–19. http://dx.doi.org/10.1061/(asce)0733-9399(1987)113:5(702).

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Isam, Shahrour, Alsaleh Hassan, and Souli Mhamed. "3D elastoplastic analysis of the seismic performance of inclined micropiles." Computers and Geotechnics 39 (January 2012): 1–7. http://dx.doi.org/10.1016/j.compgeo.2011.08.006.

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Wang, Jie, and Yu Bai. "Comparative Analysis Pushover and Elastic-Plastic Time-History Method of Frame Structure with Viscous Dampers." Applied Mechanics and Materials 638-640 (September 2014): 1785–88. http://dx.doi.org/10.4028/www.scientific.net/amm.638-640.1785.

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Chinese seismic code provision, for the energy dissipation structure, when the main structure into elastic-plastic stage, the system should be based on characteristics of the main structure, the use of static elastoplastic analysis and nonlinear time history analysis methods. In this paper, the static elastoplastic and elastic-plastic time history method of analysis and comparison to speed, such as type viscous damper type damper is not applicable to the static elastoplastic analysis.

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Lin, Hai Yan. "Seismic Analysis on the Large Span Exchanging Building." Applied Mechanics and Materials 256-259 (December 2012): 784–87. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.784.

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The conference center of the original structure of the frame structure, the ground floors.Now transform the functional requirements to construction, pumping column to the top of the structure to form a large space,Causing the vertical elements intermittent floors stiffness mutation irregular structure system.The basis for reinforced superstructure using SATWE conducted a multi-case earthquake under Elastic Compute using SAP elastoplastic analysis for validation.The analysis results show that the irregular structure, when reasonable structural arrangement, to take appropriate structural measures, the seismic performance to meet the regulatory requirements.

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Xiong, Ergang, Kun Zu, and Qian Zhang. "Seismic Performance Analysis of Self-Centering Concentrically Braced Steel Frame Structures." Shock and Vibration 2020 (September 9, 2020): 1–13. http://dx.doi.org/10.1155/2020/8826272.

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To study the seismic performance of self-centering concentrically braced frame (SC-CBF) structure, the static elastoplastic analysis, low-cycle repeated loading analysis, and elastoplastic time-history analysis were conducted for a four-story SC-CBF structure, compared with the traditionally concentrically braced frame (CBF) structure. The influences of different GAP stiffnesses and cross-sectional areas of prestressed tendon were investigated on the self-centering and seismic performance of the SC-CBF structure. The results show that the SC-CBF structure has a strong lateral resistance, a small base shear under earthquake action, and a slight residual drift after unloading. The SC-CBF structure has a better ductility than the CBF structure. The displacement of the SC-CBF structure under the action of rare and extremely rare earthquakes is large, and the structure can dissipate more energy; the interstory drift is large, but the residual drift is small, exhibiting its ideal seismic and self-centering performance. However, the mechanical behavior of prestressed tendons is significantly affected by the stiffness of the GAP. The mechanical and seismic performances of the overall structure are slightly affected by the stiffness of the GAP, but the cross-sectional area of the prestressed tendons has a remarkable influence on the overall performance of the structure.

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Villaverde, Roberto. "Simplified approach for the seismic analysis of equipment attached to elastoplastic structures." Nuclear Engineering and Design 103, no. 3 (September 1987): 267–79. http://dx.doi.org/10.1016/0029-5493(87)90310-4.

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Li, Shanshan, Ping Xiang, Biao Wei, Lu Yan, and Ye Xia. "A Nonlinear Static Procedure for the Seismic Design of Symmetrical Irregular Bridges." Shock and Vibration 2020 (September 26, 2020): 1–16. http://dx.doi.org/10.1155/2020/8899705.

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Displacement-based seismic design methods support the performance-based seismic design philosophy known to be the most advanced seismic design theory. This paper explores one common type of irregular-continuous bridges and studies the prediction of their elastoplastic displacement demand, based on a new nonlinear static procedure. This benefits to achieve the operation of displacement-based seismic design. Three irregular-continuous bridges are analyzed to advance the equivalent SDOF system, build the capacity spectrum and the inelastic spectrum, and generate the new nonlinear static analysis. The proposed approach is used to simplify the prediction of elastoplastic displacement demand and is validated by parametric analysis. The new nonlinear static procedure is also used to achieve the displacement-based seismic design procedure. It is tested by an example to obtain results which show that after several combinations of the capacity spectrum (obtained by a pushover analysis) and the inelastic demand spectrum, the simplified displacement-based seismic design of the common irregular-continuous bridges can be achieved. By this design, the seismic damage on structures is effectively controlled.

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Gomes, Rui Carrilho. "Numerical simulation of the seismic response of tunnels in sand with an elastoplastic model." Acta Geotechnica 9, no. 4 (November 6, 2013): 613–29. http://dx.doi.org/10.1007/s11440-013-0287-7.

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Yuan, Hui-hui, Zhi-min She, Qing-xiong Wu, and Yu-fan Huang. "Experimental and parametric investigation on elastoplastic seismic response of CFST battened built-up columns." Soil Dynamics and Earthquake Engineering 145 (June 2021): 106726. http://dx.doi.org/10.1016/j.soildyn.2021.106726.

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TAMURA, Ichiro, and Shinichi MATSUURA. "Evaluation methods of elastoplastic response of components to earthquake motions (Dynamic Analysis of MDOF Systems using elastoplastic response spectrum)." Transactions of the JSME (in Japanese) 83, no. 850 (2017): 16–00438. http://dx.doi.org/10.1299/transjsme.16-00438.

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Journal articles on the topic 'Elastoplastic seismic response analysis'

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