Статті в журналах: "ENERGY DISSIPATORS"

1

Chaudhry, M. Hanif. "Energy dissipators." Canadian Journal of Civil Engineering 23, no. 4 (August 1, 1996): 987. http://dx.doi.org/10.1139/l96-905.

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2

Ou, Jin-Ping, Bo Wu, and T. T. Soong. "Performance Comparison of Passive Energy Dissipation Systems in Structural Applications – II: Nonlinear Reference System." Advances in Structural Engineering 1, no. 4 (October 1998): 261–72. http://dx.doi.org/10.1177/136943329800100403.

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In this paper, performance comparisons of representative passive energy dissipation devices when applied during the yielding phase of a structure are made. First, a single-degree-of-freedom nonlinear system is taken as the reference system and performance criteria are discussed according to its random response characteristics. Then, based on nonlinear random response analysis and equivalent stiffness and damping analogy, an equivalent linear model for the reference system without the energy dissipators and an equivalent unified model for the system with the dissipators are presented, by which the equivalent stiffness deterioration factor of the system with or without the energy dissipators and the dissipated hysteretic energy ratio of the dissipator to the reference system can be obtained. Finally, the performance criteria, including the reduction ratio of the controlled and uncontrolled displacement and absolute acceleration, the equivalent stiffness deterioration factor, and the dissipated hysteretic energy ratio are established for the reference system with the energy dissipators.

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3

Daneshfaraz, Rasoul, Ehsan Aminvash, Amir Ghaderi, Alban Kuriqi, and John Abraham. "Three-Dimensional Investigation of Hydraulic Properties of Vertical Drop in the Presence of Step and Grid Dissipators." Symmetry 13, no. 5 (May 18, 2021): 895. http://dx.doi.org/10.3390/sym13050895.

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In irrigation and drainage channels, vertical drops are generally used to transfer water from a higher elevation to a lower level. Downstream of these structures, measures are taken to prevent the destruction of the channel bed by the flow and reduce its destructive kinetic energy. In this study, the effect of use steps and grid dissipators on hydraulic characteristics regarding flow pattern, relative downstream depth, relative pool depth, and energy dissipation of a vertical drop was investigated by numerical simulation following the symmetry law. Two relative step heights and two grid dissipator cell sizes were used. The hydraulic model describes fully coupled three-dimensional flow with axial symmetry. For the simulation, critical depths ranging from 0.24 to 0.5 were considered. Values of low relative depth obtained from the numerical results are in satisfactory agreement with the laboratory data. The simultaneous use of step and grid dissipators increases the relative energy dissipation compared to a simple vertical drop and a vertical drop equipped with steps. By using the grid dissipators and the steps downstream of the vertical drop, the relative pool depth increases. Changing the pore size of the grid dissipators does not affect the relative depth of the pool. The simultaneous use of steps and grid dissipators reduces the downstream Froude number of the vertical drop from 3.83–5.20 to 1.46–2.00.

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4

Aiken, Ian D., Douglas K. Nims, and James M. Kelly. "Comparative study of four passive energy dissipation systems." Bulletin of the New Zealand Society for Earthquake Engineering 25, no. 3 (September 30, 1992): 175–92. http://dx.doi.org/10.5459/bnzsee.25.3.175-192.

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Passive energy dissipation devices have the potential to increase the seismic resistance of a structure by increasing its capability to dissipate energy and by reducing the seismic demand on the structure. They offer particular promise for seismic retrofitting as well as extensive applications in new construction. This paper describes and compares earthquake simulator tests of four new types of passive energy dissipators that were performed at the Earthquake Engineering Research Center of the University of California at Berkeley. The four types of energy dissipator are a Coulomb friction damper; a self-centering friction device in which the slip load is proportional to the slip displacement; a viscoelastic shear damper; and a shape memory alloy. Two different model structures were used in the experimental studies, and the energy dissipators were incorporated as part of the bracing systems of the structures.

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5

Grigorian, C. E., T. S. Yang, and E. P. Popov. "Slotted Bolted Connection Energy Dissipators." Earthquake Spectra 9, no. 3 (August 1993): 491–504. http://dx.doi.org/10.1193/1.1585726.

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Slotted Bolted Connections (SBCs) are modified bolted connections designed to dissipate energy through friction during rectilinear tension and compression loading cycles. Experimental results on two types of SBCs are reported. In one type, friction occurs between clean mill scale steel surfaces; in the other, friction is between clean mill scale steel and brass surfaces. The behavior of connections with brass on steel frictional surfaces is found to be more uniform and simpler to model analytically than that with steel on steel surfaces. These connections maintain essentially constant slip force, and unlike those with steel on steel surfaces, require minimal overstrength of the system in design. The frictional mechanisms giving rise to the observed behavior are explained. As an example of application a one story diagonally braced frame was designed and its behavior determined for four different earthquakes. Experimental results are presented for the fabricated SBC for this frame subjected consecutively to the four displacement histories derived from these earthquakes. The agreement between the analytical and experimental results is found to be excellent. Because of the intrinsic simplicity of the SBCs and their very low cost, their use in seismic design and retrofit applications appears to be very promising.

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6

Rajaratnam, N. "Energy dissipators and hydraulic jump." Canadian Journal of Civil Engineering 22, no. 3 (June 1, 1995): 649. http://dx.doi.org/10.1139/l95-075.

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7

Provorova, T. P. "Hydraulic calculation of energy dissipators." Hydrotechnical Construction 29, no. 10 (October 1995): 562–69. http://dx.doi.org/10.1007/bf02443044.

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8

Orekhov, Genrikh. "Pressure distribution and cavitation in counter-vortex flow energy dissipators of hydraulic spillways." MATEC Web of Conferences 251 (2018): 04034. http://dx.doi.org/10.1051/matecconf/201825104034.

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The article is devoted to the study of cavitation phenomena of counter-vortex flow energy dissipators that can be used in hydraulic spillways. The spillways providing the surface flow transitionn at hydraulic structures are equipped with energy dissipators of the discharged flow. An increase in the effective pressure on the hydropower project leads to an increase in the flow velocities and, hence , to an increase in the loads acting on the structures. One of such a manifestation is cavitation and cavitation erosion associated with it, which can lead to destruction of structures. The objective of the study consists in determining the cavitation characteristics of counter-vortex flow energy dissipators. The study was carried out by modeling using high-head physical models. The counter-vortex method of excess flow energy dissipation based on the work of viscous friction forces allows the flow energy to be dissipated in a very short part of the flow conductor system of the spillway. This feature of the counter-vortex flow energy dissipator imposes special requirements to the study of cavitation phenomena. The carried out studies resulted in obtaining the distribution of pressures lengthwise the flow conductor system of the energy dissipator with spiral swirls. The values of the cavitation coefficient and relative pressure at different points of the device are given. In the conclusions it is noted that the most dangerous part from the viewpoint of cavitation orrurence is the initial section of the flow energy dissipation chamber; cavitation due to flow separation and bubble cavitation occur within the flow and does not affect the structural elements; on a large-scale model working for 500 hours at pressures of up to 70 m cavitation erosion of the walls has not been detectd.

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9

Wang, Chengquan, Chongli Yin, Yun Zou, Boyan Ping, Xi Wu, Juan Liao, and Miaomiao Sun. "Numerical Investigations on Seismic Behavior of Segmental Assembly of Concrete Filled Steel Tube Piers with External Replaceable Energy-Dissipating Links." Materials 16, no. 3 (January 28, 2023): 1122. http://dx.doi.org/10.3390/ma16031122.

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In order to reduce the damage sustained by the substructure of bridges during an earthquake, reduce economic loss, avoid casualties, and ensure the quick repair of bridges after an earthquake, this paper, inspired by the good seismic performance of the rhombic opening in the shear wall structure, proposes a precast segmental concrete-filled steel tubular (PSCFST) pier with external replaceable energy-dissipating links (EREDL).Through finite element simulation analysis, it can be found that the energy dissipation capacity of a PSCFST pier with external EREDL is increased by 104% compared with that of a PSCFST pier without EREDL, and the lateral bearing capacity is increased by 76.9%. Through parameter analysis, it can be found that the change of initial prestress has little effect on the energy dissipation capacity of PSCFST piers, and the seismic performance of PSCFST piers can be improved by properly increasing the ultimate tensile strength of the energy dissipator materials. Compared with the energy dissipators made of Q235 steel, the energy dissipation capacity of PSCFST piers made of Q435 steel energy dissipators is increased by about 85.4%; At the same time, the thicker the energy dissipator, the stronger the energy dissipation capacity of the PSCFST pier, and the lateral bearing capacity is further improved.

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10

El-Sayed, Y. M., and R. A. Gaggioli. "The Integration of Synthesis and Optimization for Conceptual Designs of Energy Systems." Journal of Energy Resources Technology 110, no. 2 (June 1, 1988): 109–13. http://dx.doi.org/10.1115/1.3231363.

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The evolutionary process of system synthesis and the mathematical process of system optimization are integrated in one do-it-yourself software. A large number of flowsheet arrangements can be conveniently evaluated and optimized. The interactions among dissipations and dissipators can be monitored and analyzed to establish leading indicators to optimal configuration. The software is briefly described. An example problem demonstrates the integration of synthesis and optimization. The distribution of dissipations of the considered solutions to the problem are discussed.

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11

Wei, W. L., B. Lv, Y. L. Liu, and X. F. Yang. "Numerical Simulation of Flow on Stepped Spillway Combined with Wide Tailing Piers and Stilling Basin." Applied Mechanics and Materials 170-173 (May 2012): 2047–50. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.2047.

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In this paper, a two-phase flow model combined with the Realizable k–ε turbulence model was used to simulate hydraulic characteristics of two-type dissipaters: the stepped spillway combined with stilling pool and the stepped spillway combined with wide tailing pier and stilling pool. The distributions of physical parameters, such as velocity field, pressure field, turbulence kinetic energy and turbulence dissipation rate were obtained. The grid was generated by using the regional division method, the unstructured grids used for the irregular and complex parts and the structured grids for the regular and simple parts, and the grid density is arranged according to the flow gradient size. The finite volume method was adopted to discretized the control equations; and the VOF method was adopted to deal with the free water surface; and the PISO algorithm was used to solve the velocity and pressure coupling equations. A comparative analysis of the two energy-dissipators in the velocity field, pressure field, turbulence kinetic energy and turbulence kinetic energy dissipation rate shows that the dissipation of overflow for a stepped spillway together with wide tailing piers and a stilling pool jointing energy dissipator is better than that with pier situation.

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12

Miyamoto, H. Kit, and J. P. Singh. "Performance of Structures with Passive Energy Dissipators." Earthquake Spectra 18, no. 1 (February 2002): 105–19. http://dx.doi.org/10.1193/1.1468650.

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The purpose of this paper is to evaluate the earthquake performance of structures with passive energy dissipators. This paper addresses the following issues: (1) evaluation of seismic intensity levels at which frames incorporating the energy dissipating system (EDS) remain elastic; (2) performance evaluation of frames incorporating an EDS for high-intensity ground shaking; and (3) evaluation of SEAOC Blue Book provisions. Linear time-history analyses indicate that frames with an EDS generally remain elastic during earthquake events that do not greatly exceed the UBC Zone 4 response spectrum. Nonlinear time-history analyses indicate the following: (1) the frames with an EDS can provide “immediate occupancy performance” for high-intensity earthquakes; (2) the performance level of the frames with an EDS exceeds that of frames without an EDS; and (3) the performance of the frame with an EDS, which was designed per Blue Book provisions, can exceed life safety performance.

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13

WADA, Kiyoshi, Hesham S. MOHAMED ALI, and Shunroku NAKAMURA. "EVALUATION OF THE EFFICIENCY OF ENERGY DISSIPATORS BY ENERGY GRADIENT." PROCEEDINGS OF HYDRAULIC ENGINEERING 37 (1993): 581–86. http://dx.doi.org/10.2208/prohe.37.581.

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14

Sasani, Mehrdad, and Egor P. Popov. "Seismic Energy Dissipators for RC Panels: Analytical Studies." Journal of Engineering Mechanics 127, no. 8 (August 2001): 835–43. http://dx.doi.org/10.1061/(asce)0733-9399(2001)127:8(835).

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15

De la Llera, Juan C., Carlos Esguerra, and José L. Almazán. "Earthquake behavior of structures with copper energy dissipators." Earthquake Engineering & Structural Dynamics 33, no. 3 (February 11, 2004): 329–58. http://dx.doi.org/10.1002/eqe.354.

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16

Domínguez-Gurría, Miguel Alberto, Dariusz Slawomir Szwedowicz-Wasik, Eladio Martínez-Rayón, Claudia Cortés-García, and Angelo Garibaldi-Rodríguez. "Bidirectional dry friction energy dissipater using layers." DYNA 89, no. 224 (November 23, 2022): 107–12. http://dx.doi.org/10.15446/dyna.v89n224.102973.

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Many studies have been carried out to determine the performance of the energy dissipators proposed by different authors, mainly analyzing the hysteretic loops of loading and unloading. Likewise, the authors have sought to have simple, easy to manufacture and economical designs. Based on the above, the analysis of a passive bidirectional dry friction energy dissipator system is presented, whose main characteristic is the implementation of layer elements as structure, besides not requiring bolts or springs for the application of the preload. The study is carried out by means of numerical modeling using the finite element software Abaqus. The energy dissipation analysis is presented by means of hysteresis cycles, for different types of preload and number of stacked layer elements. The device, by means of one of the analyzed configurations, presents the capacity to dissipate 52 J of energy, being an innovative and functional design.

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17

Li, Yongxing, Jianzhong Li, Yu Shen, and Wenjing Xu. "Cyclic Behavior and Simplified Design Method of Hybrid Rocking Columns with External Energy-Dissipators." Journal of Earthquake and Tsunami 14, no. 06 (August 18, 2020): 2050026. http://dx.doi.org/10.1142/s1793431120500268.

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In recent years, hybrid rocking columns incorporating post-tensioned (PT) tendons and energy dissipation devices become prevalent on account of the superior self-centering capacity. In this paper, the simplified analysis method based on interface section analysis is employed to conduct parametric analyses on the hybrid rocking columns with external buckling-restrained devices, which are adopted as the external energy-dissipators. The effects of four parameters including the aspect ratio, the initial PT force, the area of PT tendons and the area of energy-dissipators are investigated. Furthermore, a simplified design method for hybrid rocking columns with external energy-dissipators is proposed using the parametric analysis results. In the design procedure, the performance index [Formula: see text] is employed considering the requirement of residual drift. The efficiency of the design method is verified by a numerical design example to show the application. The results show that the design objectives of lateral force and residual drift can be achieved through a small number of iterations.

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18

Greenfield, P. S., and E. A. Bunt. "Cavitation indices for high pressure orifice plate energy dissipators." International Journal of Mechanical Sciences 30, no. 9 (January 1988): 637–57. http://dx.doi.org/10.1016/0020-7403(88)90093-8.

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19

Ou, Jin-Ping, Bo Wu, and T. T. Soong. "Performance Comparison of Passive Energy Dissipation Systems in Structural Applications – I: Linear Reference System." Advances in Structural Engineering 1, no. 4 (October 1998): 237–59. http://dx.doi.org/10.1177/136943329800100402.

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In this paper, an analysis is presented for the performance comparison of representative passive energy dissipation systems which have been developed and implemented in structures in recent years. They include viscous fluid dampers, viscoelastic solid dampers, metallic dampers, friction dampers, tuned mass dampers and tuned liquid dampers. A single-degree-of-freedom linear structural system is used as a standard reference system where ground excitations are simulated either as a white noise or a filtered white noise. The performance criteria are first established, followed by the formulation of computational models for each of the energy dissipators considered. For those exhibiting inherent nonlinear behavior, statistically equivalent linearized models are used for analyzing their modified dynamical properties, such as additional mass, stiffness and damping coefficients due to addition of the energy dissipators to the reference system. Finally, representative numerical models of the above six types of energy dissipators are used to make quantitative comparisons of their performances when added to the reference system by calculating their equivalent additional dynamical properties and their effectiveness in alleviating key response quantities of the system.

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20

Cao, Zhiliang, Hao Wang, and Tong Guo. "Fragility analysis of self-centering prestressed concrete bridge pier with external aluminum dissipators." Advances in Structural Engineering 20, no. 8 (October 20, 2016): 1210–22. http://dx.doi.org/10.1177/1369433216673376.

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A novel self-centering prestressed concrete pier with external energy dissipators has been developed to realize seismic resilient performance and enhanced corrosion-resisting property. Self-centering capacity of the pier is provided by the unbonded post-tensioned tendons and damage is mostly concentrated on the replaceable dissipators. To investigate the seismic behavior of the proposed pier, a detailed analytical model considering interface opening and dissipator deformation was developed and verified through existing cyclic load tests. Based on the proposed model, a prototype reinforced concrete pier and a self-centering prestressed concrete pier with similar backbone curves are designed, and fragility analyses are conducted on the two piers through incremental dynamic analysis. One maximum drift-based performance limit state (i.e. collapse prevention) and two residual drift-based performance limit states (i.e. emergent usage and reconstruction) are defined for seismic capacity evaluation. Fragility curves indicate that the self-centering prestressed concrete pier has a slightly higher peak drift demand owing to its inferior dissipating capacity as compared with the reinforced concrete pier, while sustains a much lower residual drift demand due to its inherent self-centering characteristic.

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21

Tian, Yu, Yongye Li, and Xihuan Sun. "Study on the Hydraulic Characteristics of the Trapezoidal Energy Dissipation Baffle Block-Step Combination Energy Dissipator." Water 14, no. 14 (July 16, 2022): 2239. http://dx.doi.org/10.3390/w14142239.

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The step-type energy dissipator is widely used to construct small- and medium-sized reservoirs with its high energy dissipation rate. In order to further improve its air entrainment characteristics and energy dissipation, and reduce the influence of cavitation, in this paper, we added a trapezoidal energy dissipation baffle block at the convex corner of the traditional step to form a trapezoidal energy dissipation baffle block-step combination energy dissipator. We used a combination of hydraulic model experiments and numerical simulation to study the hydraulic characteristics. The results showed that the trapezoidal energy dissipation baffle block-step combination energy dissipator initial entrainment point, with the increase in flow rate, gradually moved backward. A step horizontal surface pressure change in the cavity recirculation area showed a prominent “V” shape; in front of the trapezoidal energy dissipation baffle block, there was a rising trend, and in the energy dissipation baffle block gap, there was a declining trend. The step vertical surface pressure showed a decreasing trend, and negative pressure appeared near the convex angle. The cross-section velocity distribution presented a trend of being small at the bottom and large at the surface, with a large velocity gradient in the longitudinal section of the energy dissipation baffle block and a small velocity gradient in the longitudinal section of the nonenergy dissipation baffle block. The energy dissipation rate reached more than 70% within the test range, and the energy dissipation rate gradually decreased with the increase in the flow rate. The combined energy dissipator is conducive to reducing the cavitation hazard and improving the energy dissipation effect, providing a reference for engineering design and existing step energy dissipators to remove risks and reinforcement.

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22

Restrepo, José I., and Amar Rahman. "Seismic Performance of Self-Centering Structural Walls Incorporating Energy Dissipators." Journal of Structural Engineering 133, no. 11 (November 2007): 1560–70. http://dx.doi.org/10.1061/(asce)0733-9445(2007)133:11(1560).

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23

YASUDA, Youichi, and Iwao OHTSU. "HYDRAULIC CHARACTERISTICS OF ENERGY DISSIPATORS OF SLIT TYPE SABO DAMS." PROCEEDINGS OF HYDRAULIC ENGINEERING 47 (2003): 853–58. http://dx.doi.org/10.2208/prohe.47.853.

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24

Martinez-Romero, Enrique. "Experiences on the Use of Supplementary Energy Dissipators on Building Structures." Earthquake Spectra 9, no. 3 (August 1993): 581–625. http://dx.doi.org/10.1193/1.1585731.

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Ductility, or deformation energy, is by far the largest source of energy dissipation of structures, since normal levels of internal damping represent only a small portion of energy dissipation. However, large material deformations such as those required in building components to perform in a ductile manner, are often associated with cracking and degradation of its strength, particularly in concrete structures. The installation of some manufactured devices to critical regions of structural systems, specifically engineered to concentrate on them the largest part of the dissipated energy during an earthquake, increases the structure's overall thoroughness and improves its performance and reliability during major seismic events. This paper describes the retrofit of three buildings in Mexico City using damping devices. The size and number of these added elements are a function of the dynamic characteristics of the specific structure, the amount of previous damage, the anticipated earthquake motion imposed to the structure and the design performance level intended.

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25

Daneshfaraz, Rasoul, Sina Sadeghfam, and Ali Ghahramanzadeh. "Three-dimensional numerical investigation of flow through screens as energy dissipators." Canadian Journal of Civil Engineering 44, no. 10 (October 2017): 850–59. http://dx.doi.org/10.1139/cjce-2017-0273.

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Screens, perforated units to dissipate energy in hydraulic structures, are investigated numerically in this study. These units are part of a physical setup exposed to supercritical flows, normally created by sluice gates. The interaction of perforated screens and supercritical flows results in local complex three-dimensional flows, which can be analyzed by the application of RANS-based flow equations. The most important controlling parameters include supercritical Froude number between 2 and 10 and screen porosity of 40% and 50%. Numerical water surface profiles and energy dissipation are validated by the author’s experimental data. This paper derives a set of equations in terms of depth ratio of the hydraulic jump through the perforated screens and assesses the effect of baffles on energy dissipation. This study seeks a proof-of-concept for the application of the RANS-based technique for further application of the result to real hydraulic structures in due course.

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26

Chen, Zhiyong, Marjan Popovski, and Asif Iqbal. "Structural Performance of Post-Tensioned CLT Shear Walls with Energy Dissipators." Journal of Structural Engineering 146, no. 4 (April 2020): 04020035. http://dx.doi.org/10.1061/(asce)st.1943-541x.0002569.

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27

Benzoni, Gianmario, and Carmen Amaddeo. "Assessment of performance degradation in energy dissipators installed on bridge structures." Seismic Isolation and Protective Systems 1, no. 1 (October 12, 2010): 3–16. http://dx.doi.org/10.2140/siaps.2010.1.3.

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28

Heresi, Pablo, Ricardo A. Herrera, and Maria O. Moroni. "Testing and modelling of shape memory alloy plates for energy dissipators." Smart Structures and Systems 14, no. 5 (November 25, 2014): 883–900. http://dx.doi.org/10.12989/sss.2014.14.5.883.

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29

Foti, D., L. Bozzo, and F. López-Almansa. "Numerical efficiency assessment of energy dissipators for seismic protection of buildings." Earthquake Engineering & Structural Dynamics 27, no. 6 (June 1998): 543–56. http://dx.doi.org/10.1002/(sici)1096-9845(199806)27:6<543::aid-eqe733>3.0.co;2-9.

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30

Romero, Enrique Martinez. "Supplementary energy dissipators for maximum earthquake protection of tall building structures." Structural Design of Tall Buildings 4, no. 1 (March 1995): 91–101. http://dx.doi.org/10.1002/tal.4320040109.

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31

Guerrero Delgado, MCarmen, José Sánchez Ramos, MCarmen Pavón Moreno, José Antonio Tenorio Ríos, and Servando Álvarez Domínguez. "Experimental analysis of atmospheric heat sinks as heat dissipators." Energy Conversion and Management 207 (March 2020): 112550. http://dx.doi.org/10.1016/j.enconman.2020.112550.

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32

Foti, Dora. "On the Optimum Placement of Dissipators in a Steel Model Building Subjected to Shaking-Table Tests." Open Construction and Building Technology Journal 8, no. 1 (October 1, 2014): 142–52. http://dx.doi.org/10.2174/1874836801408010142.

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The following research presents the numerical and experimental results obtained on a reduced scale steel model of a medium-rise building structure dynamically protected with energy dissipaters. The steel-steel friction dissipates energy as the structure undergoes interstory drifts. A preliminary numerical analysis is performed to determine the best position of the friction dampers in the longitudinal frames. All the nodes of the numerical model have been assumed with the same bending stiffness. Shaking table tests have been performed, both in random vibration tests (to determine the natural periods and the dynamic characteristics of the model) and in earthquake simulation tests (to study the dynamic behaviour of the model with and without dampers). The results have been compared to those achieved during a previous experimental study based on the same model protected with only one friction damper for each longitudinal frame.

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33

Pavlov, Viktor V. "Impounding reservoir spillways and energy dissipators: hydraulic design challenges and lessons learnt." Dams and Reservoirs 23, no. 2 (June 2013): 58–65. http://dx.doi.org/10.1680/dare.13.00020.

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34

Chou, Chung-Che, and Yu-Jen Lai. "Post-tensioned self-centering moment connections with beam bottom flange energy dissipators." Journal of Constructional Steel Research 65, no. 10-11 (October 2009): 1931–41. http://dx.doi.org/10.1016/j.jcsr.2009.06.002.

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35

Daneshfaraz, Rasoul, Sina Sadeghfam, and Azadeh Tahni. "Experimental Investigation of Screen as Energy Dissipators in the Movable-Bed Channel." Iranian Journal of Science and Technology, Transactions of Civil Engineering 44, no. 4 (September 5, 2019): 1237–46. http://dx.doi.org/10.1007/s40996-019-00306-7.

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36

Chen, Zhiyong, and Marjan Popovski. "Material-based models for post-tensioned shear wall system with energy dissipators." Engineering Structures 213 (June 2020): 110543. http://dx.doi.org/10.1016/j.engstruct.2020.110543.

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37

Petřík, Martin, Petr Štemberk, and Milan Zukal. "Exploration of Advanced Fabrication Techniques for Organic Shaped Energy Dissipators in Spillways." Journal of Advanced Concrete Technology 21, no. 4 (April 25, 2023): 262–70. http://dx.doi.org/10.3151/jact.21.262.

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38

Freeman, Elizabeth, Kristen Splinter, and Ron Cox. "FLOATING BREAKWATERS AS PUBLIC PLATFORMS â€“ IMPACT ON POSTURAL STABILITY." Coastal Engineering Proceedings, no. 36 (December 30, 2018): 63. http://dx.doi.org/10.9753/icce.v36.structures.63.

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Floating Breakwaters are used extensively to provide cost effective protection from wind and vessel waves. Floating breakwaters are commonly multitasked, being used as a point of mooring for vessels or simply an access way to other pontoons in a small boat harbour, as well as their main function as wave dissipators. A floating breakwater does not completely stop the incident wave; rather it partially transmits, partially reflects and partially dissipates the wave energy. Cox et al (2007) completed wave flume testing of a number of floating breakwaters and reported on performance in irregular waves with particular emphasis on wave transmission and reflection, energy dissipation and restraining forces. Motion measurements were limited by the instrumentation. This paper discusses the results from a further series of laboratory experiments on the dynamic motions of an active floating breakwater system. The performance is related to wave attenuation, wave reflection and energy dissipation as well as safety considerations for standing persons based on high resolution measurements of accelerations in all six degrees of freedom.

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39

Rozanov, N. P., and B. M. Obidov. "Hydrodynamic loads on an apron with cavitating dissipators." Hydrotechnical Construction 21, no. 8 (August 1987): 458–60. http://dx.doi.org/10.1007/bf01424777.

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40

Song, Lianglong, Xin Shi, Tong Guo, and Wenqian Zheng. "Numerical study of the self-centering prestressed concrete pier with external energy dissipators." MATEC Web of Conferences 275 (2019): 02013. http://dx.doi.org/10.1051/matecconf/201927502013.

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A novel self-centering prestressed concrete (SCPC) pier with external energy dissipators (EDs) has been recently proposed to minimize the structural damage and residual deformations, and enhance the corrosion-resistant capability. In the SCPC pier with external EDs, internal post-tensioned basalt fiber-reinforced polymer (BFRP) tendons are used to provide the self-centering ability, and the energy dissipation is realized through the external aluminum bars. Previous cyclic load tests of 1/3-scaled specimens showed that the SCPC pier with external EDs had desirable self-centering and energy dissipation capacities. In this study, a three-dimensional finite element (FE) model is developed using the ANSYS software. The FE model can capture the complex behavior of the proposed pier, such as gap opening/closing at the pier-foundation interface, energy dissipation of EDs, and self-centering capacity. Good agreement is observed between the numerical and experimental results, demonstrating the accuracy of the developed FE model. This will enable the parametric studies on the seismic performance of the SCPC pier with external EDs in the future.

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41

Mi, Peng, Ping Tan, Yiming Li, Mengxiong Tang, and Yafei Zhang. "Seismic behavior of steel reinforced precast concrete shear wall with replaceable energy dissipators." Structures 56 (October 2023): 104972. http://dx.doi.org/10.1016/j.istruc.2023.104972.

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42

Qin, Feng, Gang Tao, Weiwen Liu, Chengcheng Wu, Lijian Qi, and Jidong Li. "Comparative Study on Energy Dissipation Numerical Simulation of Different Energy Dissipators in Wide and Narrow Alternated Channels." IOP Conference Series: Earth and Environmental Science 526 (July 8, 2020): 012109. http://dx.doi.org/10.1088/1755-1315/526/1/012109.

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43

Medina, N. Balaguera, M. A. Atuesta, O. A. Nieto, and P. A. Ospina Henao. "Solution of Navier-Stokes equations for fluids with magnetorheological compensation used in structures with energy dissipaters." Journal of Physics: Conference Series 2159, no. 1 (January 1, 2022): 012007. http://dx.doi.org/10.1088/1742-6596/2159/1/012007.

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Abstract The fixed-wall rectangular cavity flow problem is a classic problem that has been studied since the beginning of computational fluid mechanics. The present work aims to provide a numerical and computational solution of the Navier-Stokes equations using the finite difference method, applied to model the problem of a magnetorheological fluid in a rectangular cavity with a fixed wall in shock absorbers devices, used in civil structures that use energy dissipators.

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44

Chitnis, Sameer, S. M. Shravankumar, Praveen Kumar Sakare, Mohammed Faheemuddin, and Kollozu Sree Harshini. "Studying the influence of Constricted Froude’s Number on Energy Dissipators in Open Channel Flow." IOP Conference Series: Earth and Environmental Science 1086, no. 1 (September 1, 2022): 012033. http://dx.doi.org/10.1088/1755-1315/1086/1/012033.

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Abstract Model experimentation was used to examine the flow properties above the perpendicular descents with a grid roof, or the “grid drop-type dissipators”. The software ANSYS FLUENT R 15 is used to analyse the fluid flow above the impediment and research of the flow arrays and hydraulic characteristics. The purpose of the flow analysis is to examine how subcritical flow develops upstream and to let the water flowing downstream to slow down the flow of water to prevent erosion downstream. The pool formation, mixing zone, pressure distribution, and velocity distribution were all analysed using the Ansys software. The findings show that, in comparison to a simple vertical drop, the suggested hydraulic structure removes undesirable flow situations and serves as the foundation for a more operative flow rheostat arrangement. It is shown that, in comparison to a straight vertical drop, the scattering/circulation process in the pool surges the velocity grade, the impetus altercation, and, as a result, the energy dissipation.

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45

De la Cruz, S. T., F. López-Almansa, and S. Oller. "Numerical simulation of the seismic behavior of building structures equipped with friction energy dissipators." Computers & Structures 85, no. 1-2 (January 2007): 30–42. http://dx.doi.org/10.1016/j.compstruc.2006.08.050.

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46

Orekhov, Genrikh. "Cavitation in swirling flows of hydraulic spillways." E3S Web of Conferences 91 (2019): 07022. http://dx.doi.org/10.1051/e3sconf/20199107022.

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During operation of high-head hydraulic spillway systems, cavitation phenomena often occur, leading to destruction of structural elements of their flow conductor portions. The article is devoted to the study of erosion due to cavitation in the circulation flows of eddy hydraulic spillways, including those equipped with counter-vortex flow energy dissipators. Cavitation destructive effects depend on many factors: intensity consisting in the rate of decrease in the volume or mass of a cavitating body per unit of time, the stage of cavitation, geometric configuration of the streamlined body, the content of air in water, the flow rate, the type of material. The objective of the study consisted in determination of cavitation impacts in circulating (swirling) water flows. The studies were conducted by a method of physical modeling using high-head research installations. Distribution of amplitudes of pulses of shock cavitation impact is obtained according to the frequency of their occurrence depending on the flow velocity, the swirl angle, the height of the cavitating drop wall and the stage of cavitation. The impact energy depending on the stage of cavitation and the flow rate is given for different operating modes of the counter-vortex flow energy dissipators of a hydraulic spillway. In the conclusions, it is noted that cavitation impacts in the circulation flows occur mainly inside the flow, which is a fundamental difference from similar processes in axial flows.

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47

Mata, P., A. H. Barbat, S. Oller, and R. Boroschek. "Constitutive and Geometric Nonlinear Models for the Seismic Analysis of RC Structures with Energy Dissipators." Archives of Computational Methods in Engineering 15, no. 4 (August 14, 2008): 489–539. http://dx.doi.org/10.1007/s11831-008-9024-z.

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48

Wang, Chengquan, Zheng Qu, Yonggang Shen, Jiqing Jiang, Chongli Yin, and Yanwei Zong. "Numerical Investigation of the Performance of Segmental CFST Piers with External Energy Dissipators under Lateral Cyclic Loadings." Materials 15, no. 19 (October 9, 2022): 6993. http://dx.doi.org/10.3390/ma15196993.

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In order to improve the construction efficiency of piers and reduce the local damage of piers, concrete-filled steel tubes (CFST) are used to precast pier segments. Aiming at the problems of the poor integrity and insufficient energy dissipation capacity of dry joint segmental assembled piers, segmental assembled concrete-filled steel tubular piers with external replaceable energy dissipators are being developed. Based on the low cyclic test of a segmental assembled CFST pier, the finite element numerical simulation model of a CFST pier is established based on ABAQUS software, and the validity of the numerical model is verified by the experimental results. The effects of the section ratio, axial compression ratio, and initial prestress on the seismic performance of piers are studied through a pseudostatic analysis. The results show that an increase in the section ratio can improve the lateral bearing capacity and energy dissipation capacity of the pier. When the section ratio is increased to 4%, the energy dissipation capacity of a CFST pier is increased by 77.8% and the lateral bearing capacity is increased by 33.9% compared with a section ratio of 2%, but the residual displacement of the pier top also increases. With an increase in the axial compression ratio, the energy dissipation capacity of the pier is significantly improved; when the axial compression ratio is increased to 0.30, the energy dissipation capacity of CFST piers is increased by 27.5% compared with a section ratio of 0.05, the residual displacement of the pier top is reduced, and the self-resetting effect of the pier is improved. A change in the initial prestress has no effect on the energy dissipation capacity of piers. Finally, based on an analysis of mechanical theory, a formula of bending capacity suitable for this type of pier is proposed, and the error is within 10%.

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49

Beziat, Alfred, Alejandro Mora Muñoz, J. Geoffrey Chase, Gregory A. MacRae, Geoffrey W. Rodgers, and Charles Clifton. "Performance Analysis of Energy Dissipators and Isolators Placed in Bridges to Prevent Structural Damage in Columns." Journal of Earthquake Engineering 16, no. 8 (August 2012): 1113–31. http://dx.doi.org/10.1080/13632469.2012.713561.

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50

Ruiz, Sonia E., and Hiram Badillo. "Performance-Based Design Approach for Seismic Rehabilitation of Buildings with Displacement-Dependent Dissipators." Earthquake Spectra 17, no. 3 (August 2001): 531–48. http://dx.doi.org/10.1193/1.1586187.

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A performance-based approach for seismic retrofitting of buildings with energy dissipating devices is presented. The approach may be seen as an algorithm useful for converging to a preliminary design of a system to be analyzed according to the time history approach recommended in the NEHRP Guidelines for the Seismic Rehabilitation of Buildings (FEMA 273). The algorithm is based on the analysis of equivalent single-degree-of-freedom models with added parallel elements that represent the dissipating devices. The combined systems are analyzed under sets of accelerograms associated with different return intervals. The acceptance criteria are intended to control the peak drift of the rehabilitated structure and the maximum ductility demand of the dissipating devices. It is required that these maximum structural responses, for a given seismic intensity, be equal to or smaller than those associated with a given probability of exceedance. The approach is successfully applied to a ten-story, three-bay frame rehabilitated with U-shaped steel dissipators.

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