Academic literature on the topic 'Seismic Response modification device'
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Journal articles on the topic "Seismic Response modification device"
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Abrahamson, Eric, and Steve Mitchell. "Seismic response modification device elements for bridge structures development and verification." Computers & Structures 81, no. 8-11 (May 2003): 463–67. http://dx.doi.org/10.1016/s0045-7949(02)00414-5.
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Shortreed, Jean Spangler, Frieder Seible, Andre Filiatrault, and Gianmario Benzoni. "Characterization and testing of the Caltrans Seismic Response Modification Device Test System." Philosophical Transactions of the Royal Society of London. Series A: Mathematical, Physical and Engineering Sciences 359, no. 1786 (September 15, 2001): 1829–50. http://dx.doi.org/10.1098/rsta.2001.0875.
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Wilson, John C., and Michael J. Wesolowsky. "Shape Memory Alloys for Seismic Response Modification: A State-of-the-Art Review." Earthquake Spectra 21, no. 2 (May 2005): 569–601. http://dx.doi.org/10.1193/1.1897384.
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Shape memory alloys (SMAs) are a remarkable class of metals that can offer high strength, large energy dissipation through hysteretic behavior, extraordinary strain capacity (up to 8%) with full shape recovery to zero residual strain, and a high resistance to corrosion and fatigue—aspects that are all desirable from an earthquake engineering perspective. Their various physical characteristics result from solid-solid transformation between austenite and martensite phases of the alloy that may be induced by stress or temperature. The most commercially successful SMA is a binary alloy of nickel and titanium (NiTi). Although SMAs are expensive relative to most other materials used in seismic engineering, in certain forms their capacity for high energy loss per unit volume means that comparatively small quantities can be made to be especially effective, for example when used in wire form as part of a seismic bracing system. This state-of-the-art paper presents current materials science aspects, material models, and mechanical behavior of SMAs relevant to seismic engineering, and examines the current state of design of SMA-based seismic response modification devices and their use in buildings and bridges. SMA-based devices offer promising advantages for development of next-generation seismic protection systems.
4
Zhu, Songye, and Yunfeng Zhang. "Loading rate effect on superelastic SMA-based seismic response modification devices." Earthquakes and Structures 4, no. 6 (June 25, 2013): 607–27. http://dx.doi.org/10.12989/eas.2013.4.6.607.
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Fardadi, Mahshid, Faryar Jabbari, and Farzin Zareian. "Effectiveness of resettable energy dissipating devices in seismic response modification of elastic SDoF systems." Earthquake Engineering & Structural Dynamics 45, no. 15 (August 23, 2016): 2571–88. http://dx.doi.org/10.1002/eqe.2795.
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Jennings, Elaina, and John W. van de Lindt. "Numerical Retrofit Study of Light-Frame Wood Buildings Using Shape Memory Alloy Devices as Seismic Response Modification Devices." Journal of Structural Engineering 140, no. 7 (July 2014): 04014041. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000953.
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Whittaker, Andrew, Gary Hart, and Christopher Rojahn. "Seismic Response Modification Factors." Journal of Structural Engineering 125, no. 4 (April 1999): 438–44. http://dx.doi.org/10.1061/(asce)0733-9445(1999)125:4(438).
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Towashiraporn, P., J. Park, B. J. Goodno, and J. I. Craig. "Passive control methods for seismic response modification." Progress in Structural Engineering and Materials 4, no. 1 (January 2002): 74–86. http://dx.doi.org/10.1002/pse.107.
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Shen, Yong Kang. "Seismic Response Modification Factor of Eccentrically Brace Steel Frame." Applied Mechanics and Materials 71-78 (July 2011): 1605–8. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.1605.
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Seismic response modification factor (R) and displacement amplification factor (Cd) are very important parameters to compute seismic force and to verify elasto-plasticity deformation in advanced seismic design. According to the present China Code for Seismic Design of Buildings,15 eccentrically braced steel frames are designed. R & Cd of 15 samples are computed by the Capacity Spectrum Method (CSM).Some correlative factors are analyzed and some reference is presented to the seismic design of these structures.
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Shedid, Marwan T., Wael W. El-Dakhakhni, and Robert G. Drysdale. "Seismic Response Modification Factors for Reinforced Masonry Structural Walls." Journal of Performance of Constructed Facilities 25, no. 2 (April 2011): 74–86. http://dx.doi.org/10.1061/(asce)cf.1943-5509.0000144.
Full textDissertations / Theses on the topic "Seismic Response modification device"
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Kessler, Samantha. "A study of the seismic response modification factor for log shear walls." Thesis, Manhattan, Kan. : Kansas State University, 2010. http://hdl.handle.net/2097/3909.
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Bakir, Serhan. "Evaluation Of Seismic Response Modification Factors For Steel Frames By Non-linear Analysis." Master's thesis, METU, 2006. http://etd.lib.metu.edu.tr/upload/12607827/index.pdf.
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In this study steel framing systems are investigated with regards to their lateral load carrying capacity and in this context seismic response modification factors of individual systems are analyzed. Numerous load resisting layouts, such as different bracing systems and un-braced moment resisting frames with various bay and story configurations are designed and evaluated in a parametric fashion. Three types of beam to column connection conditions are incorporated in evaluation
process.
Frames, designed according to Turkish seismic code, are investigated by nonlinear static analysis with the guidance of previous studies and recent provisions of FEMA. Method of analysis, design and evaluation data are presented in detail.
Previous studies in literature, history and the theory of response modification phenomenon is presented.
Results are summarized, main weaknesses and ambiguities introduced to design by the use of &ldquoR&rdquo
factors are stated depending on the observed behavior.
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Erdem, Arda. "Analytical Investigation Of Aashto Lrfd Response Modification Factors And Seismic Performance Levels Of Circular Bridge Columns." Master's thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/3/12611760/index.pdf.
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Current seismic design approach of bridge structures can be categorized into two distinctive methods: (i) force based and (ii) performance based. AASHTO LRFD seismic design specification is a typical example of force based design approach especially used in Turkey. Three different importance categories are presented as &ldquoCritical Bridges&rdquo
, &ldquo
Essential Bridges&rdquo
and &ldquo
Other Bridges&rdquo
in AASHTO LRFD. These classifications are mainly based on the serviceability requirement of bridges after a design earthquake. The bridge&rsquo
s overall performance during a given seismic event cannot be clearly described. Serviceability requirements specified for a given importance category are assumed to be assured by using different response modification factors. Although response modification factor is directly related with strength provided to resisting column, it might be correlated with selected performance levels including different engineering response measures. Within the scope of this study, 27216 single circular bridge column bent models designed according to AASHTO LRFD and having varying column aspect ratio, column diameter, axial load ratio, response modification factor and elastic design spectrum data are investigated through a series of analyses such as response spectrum analysis and push-over analysis. Three performance levels such as &ldquo
Fully Functional&rdquo
, &ldquo
Operational&rdquo
and &ldquo
Delayed Operational&rdquo
are defined in which their criteria are selected in terms of column drift measure corresponding to several damage states obtained from column tests. Using the results of analyses, performance categorization of single bridge column bents is conducted. Seismic responses of investigated cases are identified with several measures such as capacity over inelastic demand displacement and response modification factor.
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Eberle, Jonathan Robert. "Investigation of Applicable Seismic Response Modification Factor For Three-Hinge Glulam Tudor Arches Using FEMA P-695." Thesis, Virginia Tech, 2013. http://hdl.handle.net/10919/23122.
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The objective of this research project involves determining a seismic response modification factor for three-hinge glulam Tudor arches. In an attempt to meet this objective, the methods and procedures outlined in FEMA technical document P-695 were implemented on the provided arch designs. Computational models were created using finite elements within OpenSees to accurately depict the behavior of the arch. Incremental dynamic analyses were conducted on each of the provided designs and collapse margin ratios were determined allowing performance groups to be evaluated for each of seven design R-values within two gravity load cases. With the performance groups evaluated, it was determined that only groups within the low gravity load level designs were successfully able to pass, none of the groups designed for high gravity loads passed the evaluations. Within P-695, all performance groups associated with a given design R-value must pass the evaluations for that R-value to be deemed acceptable for use in designs. Because of the implications of this requirement, a seismic response modification factor could not be determined for this type of structural system within the scope of this project.Master of Science
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Abdel-Kareem, Moustafa Mohammed Ismail. "An innovative isolation device for aseismic design." Doctoral thesis, Universitat Politècnica de Catalunya, 2009. http://hdl.handle.net/10803/6265.
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Basado en la idea de reducir la demanda sísmica en lugar de aumentar la capacidad resistente de las estructuras, el aislamiento sísmico es un método simple para mitigar o reducir los posibles daños producidos por los terremotos. La correcta aplicación de esta tecnología conduce a un mejor comportamiento de las estructuras, que sigue siendo esencialmente elástico durante los terremotos de gran magnitud. El núcleo de esta tecnología es el aislador. La mayoría de los aisladores sísmicos disponibles en la actualidad siguen teniendo limitaciones prácticas que impiden que funcionen según lo previsto e imponen restricciones a su uso efectivo y al nivel de protección proporcionado. En esta Tesis, se presenta un aislador sísmico avanzado llamado "roll-n-cage (RNC)". Se propone investigar su eficiencia a través de simulación numérica, en un intento de crear un sistema de aislamiento sísmico práctico, efectivo y económico, que tiene por objeto resolver los principales inconvenientes de los actuales sistemas de aislamiento sísmico, manteniendo sus principales ventajas. Este aislador incorpora aislamiento, disipación de energía, amortiguamiento y capacidad de fuerza recuperadora en una sola unidad. Además, ofrece una resistencia al viento significativa y una amplia gama de flexibilidad horizontal, por lo que es adecuado para proteger las estructuras de masa ligera, moderada y grande, así como para proteger equipos sensibles, hardware y / o antigüedades alojados en edificios. Por otra parte, las cuestiones relativas a la viabilidad, los costes de construcción y la disponibilidad de materiales, reducción o prevención de las respuestas de torsión y la resistencia a la elevación son abordados a fondo durante el diseño del aislador RNC.
El aislador RNC propuesto es descrito en profundidad y sus principios de funcionamiento son presentados en detalle. La caracterización mecánica del dispositivo se ha llevado a cabo por medio de un código computacional sofisticado que simula la respuesta de los dispositivos como si estuvieran sujetos a una máquina de pruebas reales. A través de este esquema, se consigue analizar numéricamente el comportamiento del aislador RNC bajo el efecto simultáneo de cargas horizontales y verticales, como se da típicamente en situaciones prácticas. Además, se presenta una descripción matemática de las principales características asociadas a la rodadura de los aisladores RNC. Asimismo se obtiene un modelo matemático para describir en una forma razonable y manejable la relación fuerza desplazamiento exhibida por el aislador de RNC.
Para evaluar la viabilidad del aislador RNC y para comprobar su capacidad para proteger los sistemas estructurales y no estructurales de los riesgos sísmicos, el dispositivo se implementa numéricamente en una variedad de estructuras con masas ligeras y grandes, además de en equipos sensibles alojados en los pisos superiores de dichas estructuras. Para extraer conclusiones de carácter relativamente general sobre el funcionamiento del aislador RNC, se estudia una amplia gama de terremotos y de características y propiedades de los aisladores y de las estructuras.
Los resultados numéricos revelan que el aislador RNC propuesto puede reducir la respuesta sísmica frente a un amplio rango de excitaciones sísmicas, mientras que exhibe un rendimiento robusto para una gran variedad de estructuras.
La Tesis incluye como apéndice un estudio en profundidad sobre el modelo de histéresis de Bouc-Wen. El estudio contiene una revisión de los primeros y últimos avances y aplicaciones de este modelo, que es ampliamente utilizado en la descripción de fenómenos de histéresis en las estructuras.
Based on the concept of reducing seismic demand rather than increasing the earthquake resistant capacity of structures, seismic isolation is a surprisingly simple approach to mitigate or reduce earthquake damage potential. Proper application of this complex technology leads to better performing structures that will remain essentially elastic during large earthquakes. The core of this technology is the isolator. Most currently available seismic isolators still have practical limitations causing them not to function as anticipated and impose restrictions to their proper use and to the provided protection level.
In this dissertation, an advanced rolling-based seismic isolator, named roll-n-cage (RNC) isolator, is proposed and investigated via numerical simulation as an attempt to create a practical, effective, and economic seismic isolation system that aims to fix the main drawbacks of the current seismic isolation systems while keeping their main advantages. This isolator incorporates isolation, energy dissipation, buffer and restoring force mechanisms in a single unit. Further, it offers a significant wind resistance and a great range of horizontal flexibility making it ideal to protect light, moderate and heavy mass structures as well as precious housed motion-sensitive equipment, hardware and/or antiquities. Moreover, issues related to practicality, construction costs and material availability, reducing or preventing torsional responses and uplift resistance are thoroughly addressed during the RNC bearing design.
The proposed RNC isolator is deeply described and its principles of operation are extensively highlighted. The mechanical characterization of the device has been carried out by means of a sophisticated computer code in a machine-like environment, which accurately simulates the response of the device subjected to a real testing machine. Through this machine-like environment, a general scheme is followed to numerically examine the behavior of the RNC isolator under simultaneous horizontal and vertical loads as in typical practical situations. Further, a mathematical description of the main features associated to rolling of the RNC isolator is presented. An input-output mathematical model is obtained to describe in a reasonable and manageable form the force-displacement relationship exhibited by the RNC isolator.
To assess the feasibility of the RNC isolator and to check its ability to protect structural and nonstructural systems from seismic hazards, it is numerically implemented to a variety of structures having light to heavy masses, in addition to motion-sensitive equipment housed in upper building floors. Further, and to draw relatively general conclusions about the performance of the RNC isolator, a wide range of ground motions, isolator characteristics and structural properties is considered. The numerical results reveal that the proposed RNC isolation bearing can mitigate the seismic responses under a variety of ground motion excitations while exhibiting robust performance for a wide range of structures.
The dissertation is appended with an in-depth survey, that contains a review of the past, recent developments and implementations of the versatile Bouc-Wen model of smooth hysteresis, which is used extensively in modeling the hysteresis phenomenon in the dynamically excited nonlinear structures. This survey is the first of its kind about the model since its origination more than 30 years ago. The objective is to present some of the popular approaches that have utilized and/or developed that model to capture the hysteretic behavior offered by a variety of nonlinear systems. Then, the evaluation of their results and contributions (if any) is carried out to highlight their assets and limitations and to identify future directions in this research area.
6
Syed, Riaz. "Development of Computational Tools for Characterization, Evaluation, and Modification of Strong Ground Motions within a Performance-Based Seismic Design Framework." Thesis, Virginia Tech, 2003. http://hdl.handle.net/10919/36435.
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One of the most difficult tasks towards designing earthquake resistant structures is the determination of critical earthquakes. Conceptually, these are the ground motions that would induce the critical response in the structures being designed. The quantification of this concept, however, is not easy. Unlike the linear response of a structure, which can often be obtained by using a single spectrally modified ground acceleration history, the nonlinear response is strongly dependent on the phasing of ground motion and the detailed shape of its spectrum. This necessitates the use of a suite (bin) of ground acceleration histories having phasing and spectral shapes appropriate for the characteristics of the earthquake source, wave propagation path, and site conditions that control the design spectrum. Further, these suites of records may have to be scaled to match the design spectrum over a period range of interest, rotated into strike-normal and strike-parallel directions for near-fault effects, and modified for local site conditions before they can be input into time-domain nonlinear analysis of structures. The generation of these acceleration histories is cumbersome and daunting. This is especially so due to the sheer magnitude of the data processing involved.
The purpose of this thesis is the development and documentation of PC-based computational tools (hereinafter called EQTools) to provide a rapid and consistent means towards systematic assembly of representative strong ground motions and their characterization, evaluation, and modification within a performance-based seismic design framework. The application is graphics-intensive and every effort has been made to make it as user-friendly as possible. The application seeks to provide processed data which will help the user address the problem of determination of the critical earthquakes. The various computational tools developed in EQTools facilitate the identification of severity and damage potential of more than 700 components of recorded earthquake ground motions. The application also includes computational tools to estimate the ground motion parameters for different geographical and tectonic environments, and perform one-dimensional linear/nonlinear site response analysis as a means to predict ground surface motions at sites where soft soils overlay the bedrock.
While EQTools may be used for professional practice or academic research, the fundamental purpose behind the development of the software is to make available a classroom/laboratory tool that provides a visual basis for learning the principles behind the selection of ground motion histories and their scaling/modification for input into time domain nonlinear (or linear) analysis of structures. EQTools, in association with NONLIN, a Microsoft Windows based application for the dynamic analysis of single- and multi-degree-of-freedom structural systems (Charney, 2003), may be used for learning the concepts of earthquake engineering, particularly as related to structural dynamics, damping, ductility, and energy dissipation.Master of Science
7
LAMARUCCIOLA, NICLA. "EXPERIMENTAL AND NUMERICAL SEISMIC RESPONSE OF MULTI-STOREY POST-TENSIONED TIMBER FRAMED BUILDINGS WITH SUPPLEMENTAL DAMPING SYSTEMS." Doctoral thesis, Università degli studi della Basilicata, 2021. http://hdl.handle.net/11563/147026.
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This doctoral project aims to contribute to advancement of the research in the field of innovative and resilient timber buildings with high seismic performance and minimum environmental impact in a green and sustainable way.
Recent seismic events have raised questions about the adequacy of the current seismic design in code provisions. In modern seismic codes, the performance objectives are expressed in terms of life safety of the occupants and according to capacity design rules a certain damage level of structures is accepted under strong earthquakes. The resultant seismic damages are often difficult and financially prohibitive to repair. In order to significantly reduce structural and non-structural damage and avoid high economic loss, in the last decades research studies focused on the development of low damage design and technologies.
In this thesis, seismic design and performance of multi-storey post-tensioned timber framed buildings with different dissipative systems have been investigated in order to develop new low-damage construction systems for high seismic areas. An extensive experimental campaign was performed at the structural laboratory of the University of Basilicata (Italy), in collaboration with the University of Canterbury (New Zealand), considering a three-dimensional, two-third scale, three-storey, post-tensioned glulam timber frame building. Different testing configurations were considered: i) the bare timber frame with post-tensioning only at the beam-column connections (free rocking); ii) the post-tensioned timber frame with dissipative devices at the beam-column and column-foundation connections (dissipative rocking); and iii) the post-tensioned timber frame with dissipative bracing systems at all storey (dissipative bracing). The seismic response of test specimen was investigated through unidirectional shaking table tests under consecutive ground motions at increasing PGA intensities, while the cyclic behaviour of hysteretic dampers was characterized by means of quasi-static tests.
In particular, the testing configuration with dissipative bracing, which had not been previously implemented in post-tensioned glulam timber structures, has been deeply investigated in this research. The estimation of equivalent viscous damping has been proposed in order to optimize the displacement-based design procedure for sizing the hysteretic dissipative devices of the bracing systems. The experimental seismic response of the braced model is evaluated in terms of global and local behaviour and nonlinear numerical analysis have been carried out within two different FEM software (Sap 2000 and OpenSees). The comparison of the results obtained from all configurations demonstrated that the dissipative bracing system improved the seismic performance of post-tensioned timber buildings reducing inter-storey drift with full re-centring capability. During all seismic tests no damages were observed to structural elements, only localized breakage of external replaceable devices occurred during the test with strongest earthquake. More than one hundred inelastic cycles were experimentally recorded from dynamic tests before the failure of devices.
The reliability of quasi-static testing procedures proposed by current seismic and guidelines codes for type tests and factory production control tests was also investigated. The number of cycles estimated from shaking table tests and non-linear dynamic analyses shows a decreasing trend with the increase of ductility demand in line with American standards testing requirements.
8
Susila, Gede Adi. "Experimental and numerical studies of masonry wall panels and timber frames of low-rise structures under seismic loadings in Indonesia." Thesis, University of Manchester, 2014. https://www.research.manchester.ac.uk/portal/en/theses/experimental-and-numerical-studies-of-masonry-wall-panels-and-timber-frames-of-lowrise-structures-under-seismic-loadings-in-indonesia(3ceb094b-4e6e-432a-b3de-3d4c306b0551).html.
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Indonesia is a developing country that suffers from earthquakes and windstorms and where at least 60% of houses are non-engineered structures, built by unskilled workers using masonry and timber. The non-engineered housing units developed in urban region are also vulnerable to seismic hazard due to the use of low quality of material and constructions method. Those structures are not resistant to extreme lateral loads or ground movement and their failure during an earthquake or storm can lead to significant loss of life. This thesis is concerned with the structural performance of Indonesian low-rise buildings made of masonry and timber under lateral seismic load. The research presented includes a survey of forms of building structure and experimental, analytical and numerical work to predict the behaviour of masonry wall and traditional timber frame buildings. Experimental testing of both masonry and timber have been carried out in Indonesia to establish the quality of materials and to provide material properties for numerical simulations. The experimental study found that the strength of Indonesia-Bali clay brick masonry are below the minimum standard required for masonry structures built in seismic regions, being at least 50% lower than the requirement specified in British Standard and Eurocode-6 (BS EN 1996-1-1:2005). In contrast, Indonesian timber materials meet the strength classes specified in British Standard/Eurocode- 5 (BS EN 338:2009) in the range of strength grade D35-40 and C35).Structural tests under monotonic and cyclic loading have been conducted on building components in Indonesia, to determine the load-displacement capacity of local hand-made masonry wall panels and timber frames in order to: (1) evaluate the performance of masonry and timber frame structure, (2) investigate the dynamic behaviour of both structures, (3) observe the effect of in-plane stiffness and ductility level, and (4) examine the anchoring joint at the base of timber frame that resists the overturning moment. From these tests, the structural ductility was found to be less than two which is below the requirement of the relevant guidelines from the Federal Emergency Management Agency, USA (FEMA-306). It was also observed that the lateral stiffness of masonry wall is much higher than the equivalent timber frame of the same height and length. The experimental value of stiffness of the masonry wall panel was found to be one-twelfth of the recommended values given in FEMA-356 and the Canadian Building code. The masonry wall provides relatively low displacement compared to the large displacement of the timber frame at the full capacity level of lateral load, with structural framing members of the latter remaining intact. The weak point of the timber frame is the mechanical joint and the capacity of slip joint governs the lateral load capacity of the whole frame. Detailed numerical models of the experimental specimens were setup in Abaqus using three-dimensional solid elements. Cohesive elements were used to simulate the mortar behaviour, exhibiting cracking and the associated physical separation of the elements. Appropriate contact definitions were used where relevant, especially for the timber frame joints. A range of available material plasticity models were reviewed: Drucker-Prager, Crystalline Plasticity, and Cohesive Damage model. It was found that the combination of Crystalline Plasticity model for the brick unit and timber, and the Cohesive Damage model for the mortar is capable of simulating the experimental load-displacement behaviour fairly accurately. The validated numerical models have been used to (1) predict the lateral load capacity, (2) determine the cracking load and patterns, (3) carry out a detailed parametric study by changing the geometric and material properties different to the experimental specimens. The numerical models were used to assess different strengthening measures such as using bamboo as reinforcement in the masonry walls for a complete single storey, and a two-storey houses including openings for doors and windows. The traditional footing of the timber structures was analysed using Abaqus and was found to be an excellent base isolation system which partly explains the survival of those structures in the past earthquakes. The experimental and numerical results have finally been used to develop a design guideline for new construction as well as recommendations for retrofitting of existing structures for improved performance under seismic lateral load.
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Čada, Zdeněk. "Vliv technické a přírodní seizmicity na stavební konstrukce se zaměřením na konstrukce ze zdicích materiálů." Doctoral thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-233808.
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The dissertation deals with selected issues in the field of the calculation of the response of building structures which are excited with dynamic non-stationary displacement loading of its ground. Seismic load has been assumed. Procedures, how to work with seismic records with respect to the accuracy of dynamic calculations, how to modify the response spectrum to ensure the reliability, how to generate synthetic accelerogram requiring more accurate response, are recommended. Synthetic akcelerogram has been generated by own approaching, which has been used as the excitation function in the experimental seismic testing of autoclaved concrete brick building in model scale. Response values of motion in the measured points of the experiment were compared with the linear and nonlinear dynamic calculations by using the finite element method models. Different levels of detail of the numerical models have been used. The shear wall behaviour has been modelled by using constitutive models with brittle failure as well as using of non-linear interaction interface with possible delamination between the masonry bricks. The behaviour of the mathematical model of wall systems has been calibrated with respect to the measured data at shear wall experiments in real and model scale of walls.
10
Chen, Yi-Lung, and 陳逸隆. "Seismic Response of Reinforced Concrete Buildings implemented with the passive Energy Dissipation device and the seismic Isolator." Thesis, 2009. http://ndltd.ncl.edu.tw/handle/89579325031410060753.
Full textAbstract:
碩士中國文化大學
建築及都市計畫研究所
97
Taiwan is located on boundary between Circum-Pacific seismic belt 、Eurasian Plate and Philippine Plate. The seismic design of reinforced concrete building in Taiwan usually used the strength and toughness of construction to resist the seismic. After Gi-Gi earthquake, the architecture trades bring in the isolation system and the energy dissipation device which are two kinds of new seismic resistant techniques. There are increasing number of energy dissipation system buildings and isolation system buildings. It is too hard to choose the system that we should use if we don’t know the benefit of all kinds of system. The research using the lower-rise RC building (one to three floor, this research used three floor to be the case study )、middle-rise RC building(four to eleven floor, this research used seven floor to be the case study) and high RC building(twelve to fifteen floor, this research used thirteen floor to be the case study) to be the analysis model, and analysis fundamental period、story displacement、shear force of each story 、top-level acceleration and drift angle of energy dissipation design building and isolation design building by ETABS computer programs. According to the analysis data to compare the seismic response of RC buildings implemented with different seismic design. 1. Analysis of seismic response of lower-rise building implements with the energy dissipation device and the seismic Isolator. 2. Analysis of seismic response of middle-rise building implements with the energy dissipation device and the seismic Isolator. 3. Analysis of seismic response of high building implements with the energy dissipation device and the seismic Isolator. 4. Comparison the seismic response of retrofit the reinforced concrete building between implement with the seismic Isolator and the energy dissipation device.
Books on the topic "Seismic Response modification device"
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Structural damping: Applications in seismic response modification. Boca Raton: Taylor & Francis, 2012.
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2
Lee, George C., Gary F. Dargush, Zach Liang, and Jianwei Song. Structural Damping: Applications in Seismic Response Modification. Taylor & Francis Group, 2011.
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3
Lee, George C., Gary F. Dargush, Zach Liang, and Jianwei Song. Structural Damping: Applications in Seismic Response Modification. Taylor & Francis Group, 2011.
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4
Liang, Zach. Structural Damping: Applications in Seismic Response Modification. Taylor & Francis Group, 2013.
Find full textBook chapters on the topic "Seismic Response modification device"
1
Zdeneka, Cada, Kala Jirib, Salajka Vlastislavc, and Kanicky Viktord. "The Probabilistic Approach to Modification of Seismic Linear Response Spectra." In Lecture Notes in Electrical Engineering, 365–71. Berlin, Heidelberg: Springer Berlin Heidelberg, 2012. http://dx.doi.org/10.1007/978-3-642-27311-7_49.
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Salem, Yasser S., Lisa Wang, and Germaine Aziz. "Assessment of Response Modification Factor of Open Steel Platform Structures Subjected to Seismic Loads." In Facing the Challenges in Structural Engineering, 131–43. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-61914-9_11.
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Salem, Yasser S., Giuseppe Lomiento, and Jawwad Khan. "Assessment of Response Modification Factor of Reinforced Concrete Table Top Frames Structures Subjected to Seismic Loads." In Facing the Challenges in Structural Engineering, 55–71. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-61914-9_5.
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Alomari, Jamal. "Some Risky Practices in Earthquake Engineering That Need More Research and Evaluation." In Earthquakes - Recent Advances, New Perspectives and Applications [Working Title]. IntechOpen, 2022. http://dx.doi.org/10.5772/intechopen.108445.
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Every building is designed according to its own structural system. Needs of making modifications to the structural systems of buildings may arise after the buildings are constructed. Any change in the structural components of the building by addition or omission will necessarily produce a change in its dynamic properties such as its stiffness, mass, and damping matrices, and modes of vibration. During earthquake actions, the new structural system will have different seismic responses than the original system. The new seismic responses such as shear, torsion, moment, and displacement may be reduced, or increased. Safety provisions require that before any changes in the structural system are carried out, a thorough seismic structural analysis of the new system be carried out. Linking two adjacent buildings with rigid or semi-rigid sky bridges is one example of such changes. Theoretical investigation of linking two buildings together by damping devices to mitigate seismic risks is finding its way into the literature. There have been numerous studies addressing the effects of connecting two buildings by rigid sky bridges on the seismic response of the new structural complex which comprises the two buildings and the linking beams and slabs. Dramatic changes in the seismic response of buildings are noted in most cases studied.
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"Effect of variability in response modification factors on seismic damage of R-C bridge columns." In Advances in Bridge Maintenance, Safety Management, and Life-Cycle Performance, Set of Book & CD-ROM, 345–46. CRC Press, 2015. http://dx.doi.org/10.1201/b18175-117.
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Mathew, Minu, Sithara Radhakrishnan, and Chandra Sekhar Rout. "Recent Developments in All-Solid-State Micro-Supercapacitors Based on Two-Dimensional Materials." In Nanofibers [Working Title]. IntechOpen, 2020. http://dx.doi.org/10.5772/intechopen.94535.
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Owing to their unique features such as high surface area, rich electroactive sites, ultrathin thickness, excellent flexibility and mechanical stability and multiple surface functionalities enables outstanding electrochemical response which provides high energy and power density supercapacitors based on them. Also, the Van der Waals gap between layered 2D materials encourages the fast ion transport with shorter ion diffusion path. 2D materials such as MXenes, graphene, TMDs, and 2D metal–organic frame work, TMOs/TMHs materials, have been described with regard to their electrochemical properties for MSCs. We have summarized the recent progress in MSC based on well-developed 2D materials-based electrodes and its potential outcomes with different architectures including interdigitated pattern, stacked MSC and 3D geometries for on-chip electronics. This chapter provides a brief overview of the recent developments in the field of 2D material based all-solid-state microsupercapacitors (MSCs). A brief note on the MSC device configuration and microfabrication methods for the microelectrodes have been discussed. Taking advantage of certain 2D materials such as 2D MXenes, TMDs, TMOs/TMHs that provide good surface chemistry, tunable chemical and physical properties, intercalation, surface modification (functionalization), heterostructures, phase transformations, defect engineering etc. are beneficial for enhancement in pseudocapacitance as it promotes the redox activity.
Conference papers on the topic "Seismic Response modification device"
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Jennings, Elaina N., and John W. van de Lindt. "Low Cost Shape Memory Alloy Devices for Seismic Response Modification of Light-Frame Wood Buildings." In Structures Congress 2013. Reston, VA: American Society of Civil Engineers, 2013. http://dx.doi.org/10.1061/9780784412848.107.
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Dicleli, Murat, and Mouhamad Y. Mansour. "Seismic Retrofitting of Typical Illinois Bridges by Response Modification." In Structures Congress 2004. Reston, VA: American Society of Civil Engineers, 2004. http://dx.doi.org/10.1061/40700(2004)27.
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Pasala, D. T. R., A. A. Sarlis, S. Nagarajaiah, A. M. Reinhorn, M. C. Constantinou, and D. Taylor. "Negative Stiffness Device for Seismic Response Control of Multi-Story Buildings." In Structures Congress 2012. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412374.008.
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Pasala, D. T. R., A. A. S. Sarlis, Satish Nagarajaiah, A. M. Reinhorn, M. C. Constantinou, and D. Taylor. "A New Structural Modification Approach for Seismic Protection Based on Adaptive Negative Stiffness Device: Conceptual Analysis." In Structures Congress 2011. Reston, VA: American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/41171(401)251.
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Reigles, Damon G., and Michael D. Symans. "Response Modification of Highway Bridge Benchmark Structure Using Supervisory Fuzzy Control of Smart Seismic Isolation System." In Structures Congress 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40889(201)95.
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Erkmen, Bulent. "RELATIONSHIP BETWEEN RESPONSE MODIFICATION COEFFICIENT AND DISPLACEMENT AMPLIFICATION FACTOR FOR DIFFERENT SEISMIC LEVELS AND SITE CLASSES." In 7th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering Methods in Structural Dynamics and Earthquake Engineering. Athens: Institute of Structural Analysis and Antiseismic Research School of Civil Engineering National Technical University of Athens (NTUA) Greece, 2019. http://dx.doi.org/10.7712/120119.7277.19210.
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Zhong, Xueqi, Zehua Bao, and Jianzhong Li. "Investigation of seismic response of rocking column with a novel mechanical connection device." In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.0266.
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<p>The rocking column is a kind of excellent seismic-resistant and resilient structure. However, during the rocking process, local pressure on the rocking interface may result in spalling and crushing of concrete at the toe. In order to reduce the local damage of the rocking interface, as well as accelerate the connection between prefabricated column and footing, a kind of mechanical connection device (MCD) was proposed in this research. The MCD is used at the bottom of column and ofters rapid connection of the column to the footing. The recentering force of MCD column is provided by PT strands and axial force of superstructure, and the energy dissipation is provided by U-shaped dissipaters. A simplified analytical method based on interface section analysis is proposed to study the hysteretic behavior of column with MCD. The results suggest that the MCD column has stable hysteretic behavior and can achieve small residual drift after earthquakes by appropriate design.</p>
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Zhong, Xueqi, Zehua Bao, and Jianzhong Li. "Investigation of seismic response of rocking column with a novel mechanical connection device." In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.0266.
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<p>The rocking column is a kind of excellent seismic-resistant and resilient structure. However, during the rocking process, local pressure on the rocking interface may result in spalling and crushing of concrete at the toe. In order to reduce the local damage of the rocking interface, as well as accelerate the connection between prefabricated column and footing, a kind of mechanical connection device (MCD) was proposed in this research. The MCD is used at the bottom of column and ofters rapid connection of the column to the footing. The recentering force of MCD column is provided by PT strands and axial force of superstructure, and the energy dissipation is provided by U-shaped dissipaters. A simplified analytical method based on interface section analysis is proposed to study the hysteretic behavior of column with MCD. The results suggest that the MCD column has stable hysteretic behavior and can achieve small residual drift after earthquakes by appropriate design.</p>
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Yamamoto, Haruyuki, and Hongyang Cheng. "Development Study on Device to Reduce Seismic Response by Using Soil-Bags Assembles." In Research, Development and Practice in Structural Engineering and Construction. Singapore: Research Publishing Services, 2012. http://dx.doi.org/10.3850/978-981-08-7920-4_gfe-4-0128.
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Yamaguchi, Takashi, Hayato Nakakoji, Nanako Miura, and Akira Sone. "Experiment Verification of Seismic Isolation Device Having Charging Function." In ASME 2017 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/pvp2017-65593.
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In late years, many base isolated structures are planned as seismic design, because they suppress vibration response significantly against large earthquake. In addition, to achieve greater safety, semi-active or active vibration control system is installed in the structures as. Semi-active and active vibration control systems are more effective to large earthquake than passive one vibration control system in terms of vibration reduction. However semi-active and active vibration control systems cannot operate as required when external power supply is cut off. To solve the problem of energy consumption, we propose a self-powered active seismic isolation device which achieves active control system using regenerated vibration energy. This device doesn’t require external energy to produce control force. The purpose of this paper is to propose the seismic isolation device having charging function and verified its performance by experiment. In our previous research[1], we proposed the new model and optimized the control system and passive elements such as spring coefficients and damping coefficients using genetic algorithm. As a result, we proposed the model which is superior to the previous model in terms of vibration reduction and energy regeneration. In this study, we conducted an experiment and show its results. As a results, we confirmed the vibration reduction and energy regeneration of the seismic isolation device having charging function.
Reports on the topic "Seismic Response modification device"
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Wu, Yingjie, Selim Gunay, and Khalid Mosalam. Hybrid Simulations for the Seismic Evaluation of Resilient Highway Bridge Systems. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/ytgv8834.
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Bridges often serve as key links in local and national transportation networks. Bridge closures can result in severe costs, not only in the form of repair or replacement, but also in the form of economic losses related to medium- and long-term interruption of businesses and disruption to surrounding communities. In addition, continuous functionality of bridges is very important after any seismic event for emergency response and recovery purposes. Considering the importance of these structures, the associated structural design philosophy is shifting from collapse prevention to maintaining functionality in the aftermath of moderate to strong earthquakes, referred to as “resiliency” in earthquake engineering research. Moreover, the associated construction philosophy is being modernized with the utilization of accelerated bridge construction (ABC) techniques, which strive to reduce the impact of construction on traffic, society, economy and on-site safety. This report presents two bridge systems that target the aforementioned issues. A study that combined numerical and experimental research was undertaken to characterize the seismic performance of these bridge systems. The first part of the study focuses on the structural system-level response of highway bridges that incorporate a class of innovative connecting devices called the “V-connector,”, which can be used to connect two components in a structural system, e.g., the column and the bridge deck, or the column and its foundation. This device, designed by ACII, Inc., results in an isolation surface at the connection plane via a connector rod placed in a V-shaped tube that is embedded into the concrete. Energy dissipation is provided by friction between a special washer located around the V-shaped tube and a top plate. Because of the period elongation due to the isolation layer and the limited amount of force transferred by the relatively flexible connector rod, bridge columns are protected from experiencing damage, thus leading to improved seismic behavior. The V-connector system also facilitates the ABC by allowing on-site assembly of prefabricated structural parts including those of the V-connector. A single-column, two-span highway bridge located in Northern California was used for the proof-of-concept of the proposed V-connector protective system. The V-connector was designed to result in an elastic bridge response based on nonlinear dynamic analyses of the bridge model with the V-connector. Accordingly, a one-third scale V-connector was fabricated based on a set of selected design parameters. A quasi-static cyclic test was first conducted to characterize the force-displacement relationship of the V-connector, followed by a hybrid simulation (HS) test in the longitudinal direction of the bridge to verify the intended linear elastic response of the bridge system. In the HS test, all bridge components were analytically modeled except for the V-connector, which was simulated as the experimental substructure in a specially designed and constructed test setup. Linear elastic bridge response was confirmed according to the HS results. The response of the bridge with the V-connector was compared against that of the as-built bridge without the V-connector, which experienced significant column damage. These results justified the effectiveness of this innovative device. The second part of the study presents the HS test conducted on a one-third scale two-column bridge bent with self-centering columns (broadly defined as “resilient columns” in this study) to reduce (or ultimately eliminate) any residual drifts. The comparison of the HS test with a previously conducted shaking table test on an identical bridge bent is one of the highlights of this study. The concept of resiliency was incorporated in the design of the bridge bent columns characterized by a well-balanced combination of self-centering, rocking, and energy-dissipating mechanisms. This combination is expected to lead to minimum damage and low levels of residual drifts. The ABC is achieved by utilizing precast columns and end members (cap beam and foundation) through an innovative socket connection. In order to conduct the HS test, a new hybrid simulation system (HSS) was developed, utilizing commonly available software and hardware components in most structural laboratories including: a computational platform using Matlab/Simulink [MathWorks 2015], an interface hardware/software platform dSPACE [2017], and MTS controllers and data acquisition (DAQ) system for the utilized actuators and sensors. Proper operation of the HSS was verified using a trial run without the test specimen before the actual HS test. In the conducted HS test, the two-column bridge bent was simulated as the experimental substructure while modeling the horizontal and vertical inertia masses and corresponding mass proportional damping in the computer. The same ground motions from the shaking table test, consisting of one horizontal component and the vertical component, were applied as input excitations to the equations of motion in the HS. Good matching was obtained between the shaking table and the HS test results, demonstrating the appropriateness of the defined governing equations of motion and the employed damping model, in addition to the reliability of the developed HSS with minimum simulation errors. The small residual drifts and the minimum level of structural damage at large peak drift levels demonstrated the superior seismic response of the innovative design of the bridge bent with self-centering columns. The reliability of the developed HS approach motivated performing a follow-up HS study focusing on the transverse direction of the bridge, where the entire two-span bridge deck and its abutments represented the computational substructure, while the two-column bridge bent was the physical substructure. This investigation was effective in shedding light on the system-level performance of the entire bridge system that incorporated innovative bridge bent design beyond what can be achieved via shaking table tests, which are usually limited by large-scale bridge system testing capacities.
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Mazzoni, Silvia, Nicholas Gregor, Linda Al Atik, Yousef Bozorgnia, David Welch, and Gregory Deierlein. Probabilistic Seismic Hazard Analysis and Selecting and Scaling of Ground-Motion Records (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/zjdn7385.
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This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER) and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER–CEA Project.” The overall objective of the PEER–CEA Project is to provide scientifically based information (e.g., testing, analysis, and resulting loss models) that measure and assess the effectiveness of seismic retrofit to reduce the risk of damage and associated losses (repair costs) of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Tasks that support and inform the loss-modeling effort are: (1) collecting and summarizing existing information and results of previous research on the performance of wood-frame houses; (2) identifying construction features to characterize alternative variants of wood-frame houses; (3) characterizing earthquake hazard and ground motions at representative sites in California; (4) developing cyclic loading protocols and conducting laboratory tests of cripple wall panels, wood-frame wall subassemblies, and sill anchorages to measure and document their response (strength and stiffness) under cyclic loading; and (5) the computer modeling, simulations, and the development of loss models as informed by a workshop with claims adjustors. This report is a product of Working Group 3 (WG3), Task 3.1: Selecting and Scaling Ground-motion records. The objective of Task 3.1 is to provide suites of ground motions to be used by other working groups (WGs), especially Working Group 5: Analytical Modeling (WG5) for Simulation Studies. The ground motions used in the numerical simulations are intended to represent seismic hazard at the building site. The seismic hazard is dependent on the location of the site relative to seismic sources, the characteristics of the seismic sources in the region and the local soil conditions at the site. To achieve a proper representation of hazard across the State of California, ten sites were selected, and a site-specific probabilistic seismic hazard analysis (PSHA) was performed at each of these sites for both a soft soil (Vs30 = 270 m/sec) and a stiff soil (Vs30=760 m/sec). The PSHA used the UCERF3 seismic source model, which represents the latest seismic source model adopted by the USGS [2013] and NGA-West2 ground-motion models. The PSHA was carried out for structural periods ranging from 0.01 to 10 sec. At each site and soil class, the results from the PSHA—hazard curves, hazard deaggregation, and uniform-hazard spectra (UHS)—were extracted for a series of ten return periods, prescribed by WG5 and WG6, ranging from 15.5–2500 years. For each case (site, soil class, and return period), the UHS was used as the target spectrum for selection and modification of a suite of ground motions. Additionally, another set of target spectra based on “Conditional Spectra” (CS), which are more realistic than UHS, was developed [Baker and Lee 2018]. The Conditional Spectra are defined by the median (Conditional Mean Spectrum) and a period-dependent variance. A suite of at least 40 record pairs (horizontal) were selected and modified for each return period and target-spectrum type. Thus, for each ground-motion suite, 40 or more record pairs were selected using the deaggregation of the hazard, resulting in more than 200 record pairs per target-spectrum type at each site. The suites contained more than 40 records in case some were rejected by the modelers due to secondary characteristics; however, none were rejected, and the complete set was used. For the case of UHS as the target spectrum, the selected motions were modified (scaled) such that the average of the median spectrum (RotD50) [Boore 2010] of the ground-motion pairs follow the target spectrum closely within the period range of interest to the analysts. In communications with WG5 researchers, for ground-motion (time histories, or time series) selection and modification, a period range between 0.01–2.0 sec was selected for this specific application for the project. The duration metrics and pulse characteristics of the records were also used in the final selection of ground motions. The damping ratio for the PSHA and ground-motion target spectra was set to 5%, which is standard practice in engineering applications. For the cases where the CS was used as the target spectrum, the ground-motion suites were selected and scaled using a modified version of the conditional spectrum ground-motion selection tool (CS-GMS tool) developed by Baker and Lee [2018]. This tool selects and scales a suite of ground motions to meet both the median and the user-defined variability. This variability is defined by the relationship developed by Baker and Jayaram [2008]. The computation of CS requires a structural period for the conditional model. In collaboration with WG5 researchers, a conditioning period of 0.25 sec was selected as a representative of the fundamental mode of vibration of the buildings of interest in this study. Working Group 5 carried out a sensitivity analysis of using other conditioning periods, and the results and discussion of selection of conditioning period are reported in Section 4 of the WG5 PEER report entitled Technical Background Report for Structural Analysis and Performance Assessment. The WG3.1 report presents a summary of the selected sites, the seismic-source characterization model, and the ground-motion characterization model used in the PSHA, followed by selection and modification of suites of ground motions. The Record Sequence Number (RSN) and the associated scale factors are tabulated in the Appendices of this report, and the actual time-series files can be downloaded from the PEER Ground-motion database Portal (https://ngawest2.berkeley.edu/)(link is external).