Shake table test of a full-scale four-story reinforced concrete structure and numerical representation of overall response with modified IMK model

Yenidogan, Cem; Yokoyama, Ryo; Nagae, T.; Tahara, Kenichi; Tosauchi, Yusuke; Kajiwara, Koichi; Ghannoum, Wassim M.

doi:10.1007/s10518-017-0261-0

Cited by 20 publications

(14 citation statements)

References 29 publications

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“…Effects of various types of ground motions and bearings on the overall seismic performance of building structures have also attracted great attention from the seismic research community [17][18][19][20]. In terms of methodology, besides the experimental methods that often employ a shaking table, the theoretical approaches such as numerical simulation [21][22][23] and probabilistic seismic assessment [24] play an important role in the research area.…”

Section: Introductionmentioning

confidence: 99%

Double-Curvature Test of Reinforced Concrete Columns Using Shaking Table: A New Test Setup

et al. 2019

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This paper proposes a new test setup to study the double-curvature behavior of reinforced concrete (RC) columns using shaking table. In this setup, the seismic action is simulated by the horizontal movement of a long-heavy rigid mass sitting on the top of only one test specimen. The double-curvature mechanism of specimen is affected by the movement of the concrete mass on a test rig consisting four steel hollow-section columns fully anchored to the shaking table. Application of axial load on the specimen is made possible through a pre-stressing equipment connecting to its top and bottom bases. The current setup offers two improvements over the previous ones. First, it makes available greater ranges of test data for conducting bigger sizes of the specimens. Second, it allows to directly measure the variation of axial force in the test specimens while the test implementation can be fast and easy with a high safety margin even until the complete collapse of the test units. The current test setup has been successfully applied on two ½ scaled V-shaped columns. It has been shown that the column specimen with a low axial load level of 0.05f'cAg, where f'c is the concrete strength and Ag is the cross-sectional area of the specimen, can well survive at a ground peak acceleration up to 5.5 (m/s 2 ) with a drift ratio of approximately 2.91%. Meanwhile, the column subjected to moderate axial load level of 0.15f'cAg can survive at a higher ground peak acceleration of 8.0 (m/s 2 ) with a drift ratio of 3.75%. Furthermore, it is experimentally evidenced that the Vshaped cross-section does not deform in-plane under seismic action. The angle between two planes corresponding to the column web and flange are up to 0.03 (rad). This finding is significant since it contradicts the plane strain assumption available in the current design practice.

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Section: Introductionmentioning

confidence: 99%

Double-Curvature Test of Reinforced Concrete Columns Using Shaking Table: A New Test Setup

et al. 2019

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“…Earthquake is a natural threat to human lives and assets, and a high portion of the world's population lives in earthquake-prone regions [1]. Past major earthquakes indicated the vulnerability of building stocks and infrastructures in urban areas (e.g., the 1994 Northridge earthquake, the 1999 Kocaeli and Duzce earthquakes, the 2011 Christchurch earthquake, the 2011 Tohoku-Oki earthquake, and the 2016 Kumamoto earthquake).…”

Section: Resilience and Robustness Of Seismically Isolated Buildingsmentioning

confidence: 99%

“…For achieving a stable response in an isolation system consisting of LDRBs, usually hardware such as lead rubber bearing (LRB), high-damping-rubber-bearing (HDRB), viscous fluid dampers, frictional dampers, yielding hysteretic steel dampers, and lead bars among others are used together with this type of devices to limit excessive displacement demands. The horizontal stiffness parameter (Kd) of the elastomeric bearing can be calculated using Equation (1). Shear modulus and bonded area of the elastomeric bearing are denoted by G and Ab, where the total rubber thickness of the bearing is represented by Tr.…”

Section: Low-damping Rubber Bearings (Ldrb)mentioning

confidence: 99%

“…In Equation ( 4), 𝐸 denotes the longitudinal elasticity modulus, and the αv and κ correction factors are used for the 𝐸 and rubber hardness, respectively. The horizontal stiffness parameter (K d ) of the elastomeric bearing can be calculated using Equation (1). Shear modulus and bonded area of the elastomeric bearing are denoted by G and A b , where the total rubber thickness of the bearing is represented by T r .…”

Section: Low-damping Rubber Bearings (Ldrb)mentioning

confidence: 99%

“…Testing of structural systems and innovative technologies is critical in earthquake engineering. E-Defense is the world's biggest shake table facility, and more than 80 full-scale shake table test programs (e.g., steel, reinforced concrete, wood structures, and seismically isolated structures were contributed) have been successfully performed in Japan [1,[91][92][93][94][95][96][97]. The main concern of such comprehensive test programs was to protect the lives of the occupants, minimize the direct/indirect financial losses, validate and verify the innovative earthquake protection technologies, identify the progressive collapse mechanisms, and determine the collapse probability of structural systems.…”

Section: Importance Of Testing For Seismic Isolation Technologymentioning

confidence: 99%

See 2 more Smart Citations

Earthquake-Resilient Design of Seismically Isolated Buildings: A Review of Technology

Yenidogan

2021

Vibration

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Earthquake Seismic isolation plays an important role in achieving sustainable earthquake resilience communities. Seismic isolation method is a justified, mature, and reliable performance enhancement strategy for a wide range of structural systems and valuable contents. As a result of the targeted response modification, high-performance expectations and earthquake resilience can be achieved during the service life of the structures that are compliant with the design code requirements. Design and analysis procedures of isolation systems in standards were evolved substantially to expand the use of isolation technology and quantify the benefits of isolation systems to overcome the existing impediments. Strictly speaking, new tools are offered to the engineering community to highlight the possible issues that may appear in isolation units beyond the design basis earthquake level to improve the accuracy of response prediction. This paper aims to overview the characteristics of frequently used isolation systems in the industry with mathematical models, design criteria toward sustainable communities, the current state of practice along with the set forth design requirements of selectively well-known standards with special emphasis to the ELF procedure from the perspective of performance-based design philosophy. Additionally, two large-scale seismic isolation applications in the world are given as benchmark studies for the new construction and upgrading scheme in the content of the study.

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Comprehensive wood dwelling tests for Post‐and‐Beam and Shear‐Wall structures reflecting foundation boundaries

Takaya,

Ota,

Yenidogan

et al. 2024

Earthquake Engineering and Resilience

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This paper focuses on the ultimate state of three‐story wood dwellings with high aspect ratios, which are increasing in Japan's urban areas. Using shaking table test results from the 2019 full‐scale shaking table test, a comprehensive study is conducted on the accuracy of evaluating ultimate state through the story shear failure mode at the first story, the tension fracture mode at the wall base of the first story, and foundation sliding mode on the soil. Methods evaluating the dynamic response behaviors of the building systems are also investigated. In the test, the current Japanese seismic design guidelines were applied, and two Grade‐3 buildings were prepared. One adopted the Post‐and‐Beam structure (A‐building), and the other the Shear‐Wall structure (B‐building). A series of tests planned very different physical boundary conditions surrounding their reinforced concrete (RC) mat foundations. The sills, column bases and wall bases of the upper wood structures were anchored to the RC foundations by steel anchor bolts, according to the current Allowable Stress Design (ASD) requirements. In the first stage, A‐building equipped a Base‐Isolation system, while B‐building represented a generic foundation constructed on a 1.5 m‐height real soil ground by preparing a rigid soil box (Foundation‐Soil system). In the second stage of A‐building and B‐building, the foundation was firmly fixed (Fixed‐Foundation system), and shaking table motions were fully applied to the foundations. The entire test system was setup on the large shaking table facility at E‐Defense, and a series of tests were conducted using JMA‐Kobe motion and JR‐Takatori motion recorded in the 1995 Kobe earthquake as Maximum‐Considered‐Earthquake motions. Confirmed was the change in the structural mechanism due to the upper structural systems and the foundation boundaries. Regarding the upper wood structure performance in the Fixed‐Foundation system, a story shear failure mode was observed at the first story in A‐building, while a tension fracture mode at the base of the first story in B‐building. This difference of failure mode is difficult to determine with ASD. The maximum strength were more than four times higher than the ASD base shear force. Tension fracture capacity at the wall base was mainly enhanced by the presence of the steel anchor bolts. Regarding the foundation performance in Foundation‐Soil system of B‐building, a horizontal displacement up to 240 mm was observed between the foundation and soil when JMA‐Kobe 100% was applied. A response reduction effect was observed in the upper wood structure, similar to the Base‐Isolation system of A‐building. The initial friction and cyclic friction strength capacities between the foundation and soil were quantitatively evaluated considering the horizontal two‐directional sliding. The representative test results were converted to the corresponding SDOF systems based on the first mode response assessment. In the Fixed‐Foundation system, the dynamic response characteristics of the upper wood structures were properly represented using Ibarra‐Medina‐Krawinkler pinching model in the equivalent SDOF system.

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Shake table test of a full-scale four-story reinforced concrete structure and numerical representation of overall response with modified IMK model

Cited by 20 publications

References 29 publications

Double-Curvature Test of Reinforced Concrete Columns Using Shaking Table: A New Test Setup

Double-Curvature Test of Reinforced Concrete Columns Using Shaking Table: A New Test Setup

Earthquake-Resilient Design of Seismically Isolated Buildings: A Review of Technology

Comprehensive wood dwelling tests for Post‐and‐Beam and Shear‐Wall structures reflecting foundation boundaries

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