Damage to Road Bridges Induced by Ground Motion in the 2011 Great East Japan Earthquake

Takahashi, Yoshikazu; Hoshikuma, Jun-ichi

doi:10.2208/journalofjsce.1.1_398

Cited by 15 publications

(11 citation statements)

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“…Various research projects were simultaneously conducted to improve the ductility capacity of RC piers using ultrahigh‐strength confined concrete, ductile interlocking spiral ties, encased steel in RC piers, and fiber‐reinforced plastic hinge zones . After the 2011 Great East Japan earthquake, the seismic design of new bridges revealed an effective improvement of the design methodology; brittle failures were not observed, and enhanced ductile piers performed well according to the capacity design concept …”

Section: Introductionmentioning

confidence: 99%

“…9 After the 2011 Great East Japan earthquake, the seismic design of new bridges revealed an effective improvement of the design methodology; brittle failures were not observed, and enhanced ductile piers performed well according to the capacity design concept. 10,11 Currently, much of the technology has already been developed to satisfy the capacity design procedure, in which a hierarchy of the resistances of structural members is established to dissipate seismic force at suitable plastic deformations without an excessive loss of strength. 12 However, despite the good ductile performance of structures during recent strong earthquakes, bridges have endured significant damage and undesirable residual displacements through sacrificial components, 13,14 indicating that their seismic resilience has not been adequately ensured.…”

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confidence: 99%

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Shaking table tests of a reinforced concrete bridge pier with a low‐cost sliding pendulum system

Brito

Ishibashi

Akiyama

2018

Earthq Engng Struct Dyn

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Summary After the occurrence of various destructive earthquakes in Japan, extensive efforts have been made to improve the seismic performance of bridges. Although improvements to the ductile capacities of reinforced concrete (RC) bridge piers have been developed over the past few decades, seismic resilience has not been adequately ensured. Simple ductile structures are not robust and exhibit a certain level of damage under extremely strong earthquakes, leading to large residual displacements and higher repair costs, which incur in societies with less‐effective disaster response and recovery measures. To ensure the seismic resilience of bridges, it is necessary to continue developing the seismic design methodology of RC bridges by exploring new concepts while avoiding the use of expensive materials. Therefore, to maximize the postevent operability, a novel RC bridge pier with a low‐cost sliding pendulum system is proposed. The seismic force is reduced as the upper component moves along a concave sliding surface atop the lower component of the RC bridge pier. No replaceable seismic devices are included to lengthen the natural period; only conventional concrete and steel are used to achieve low‐cost design solutions. The seismic performance was evaluated through unidirectional shaking table tests. The experimental results demonstrated a reduction in the shear force transmitted to the substructure, and the residual displacement decreased by establishing an adequate radius of the sliding surface. Finally, a nonlinear dynamic analysis was performed to estimate the seismic response of the proposed RC bridge pier.

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Section: Introductionmentioning

confidence: 99%

mentioning

confidence: 99%

Shaking table tests of a reinforced concrete bridge pier with a low‐cost sliding pendulum system

Brito

Ishibashi

Akiyama

2018

Earthq Engng Struct Dyn

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“…15. The possible reason, in scenario 2 and 3, the middle structure remained elastic behavior, more ever in scenario 4 all structure columns still performed the elastic behavior. Hence, the structure that behaves elastically could have a better re-centering ability.…”

Section: (2) Structural Seismic Performancementioning

confidence: 96%

“…However, the Level 2 of ground motion input is a large seismic coefficient demand. Furthermore, based on the observation damaged bridge 4) after the Great East Japan earthquake in 2011, there were some rupture occurrences of rubber bearing supports even though it were designed following the post-1995 design specifications. Probably, it might be caused by the deterioration due to the aging 5), 6) , the (a) (b) (c) Fig.1 The illustration of; (a) conventional pier under earthquake, (b) lost seismic performance of deteriorated rubber bearing 4) , and (c) compressive cyclic fatigue curve of rubber bearing 8) .…”

Section: Introductionmentioning

confidence: 99%

A High Seismic Performance Concept of Integrated Bridge Pier With Triple Rc Columns Accompanied by Friction Damper Plus Gap

Setiawan

Takahashi

2018

J. JSCE, Ser. A1

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After the 1995 Kobe earthquake, the structural performance concept of a bridge in Japan considers two levels of seismic excitation which are named as Level 1 and Level 2. However, the Level 2 of ground motion input is a large seismic coefficient demand. Also, the problem of bridge rubber bearing support which commonly is used in Japan lost expected seismic performance due to the deterioration. Some possible causes of the deterioration are the aging, the compression fatigue, or the frequent lateral deformation which triggered by traffic load, wind load, thermal expansion, creeps, and shrinkages phenomena of daily load. While the behavior and the parameters of reinforced concrete (RC) column accompanied with friction device were determined successfully based on the experiment and numerical analysis. This study proposed the structural system of integrated bridge pier with triple RC column connected by friction damper plus gap which is expected to substitute the conventional bridge pier system avoiding the use of rubber bearing. In the investigation of its behavior and seismic performance, numerical analysis was performed with fiber cross-section of non-linear beam-column-based element model on the longitudinal direction of the bridge structure. As the analysis result, the proposed structure had an excellent performance not only under small deformation to allocate frequent lateral deformation but also under seismic load. Furthermore, in the structural simulations, the consideration of different limit state of column location and the various yield strength of reinforcing steel configuration can obtain a better structural cost-performance option.

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“…Altın et al [11] carried out dynamic analysis of suspension bridges and full-scale testing in which the effects of large deflections are taken into account. Takahashi and Hoshikuma [12] explored the damages of road bridges induced by the ground motion in the 2011 Great East Japan Earthquake and summarized the characteristics of damage to road bridges induced by the ground motion. Cahya et al [13] also investigated seismic response behavior using static pushover analysis and dynamic analysis of half-through steel arch bridge under strong earthquake.…”

Section: Seismic Response Analysismentioning

confidence: 99%

An Investigation of Damage Mechanism Induced by Earthquake in a Plate Girder Bridge Based on Seismic Response Analysis: Case Study of Tawarayama Bridge under the 2016 Kumamoto Earthquake

Aye

Kasai

Shigeishi

2018

Advances in Civil Engineering

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This paper reports a damage survey and seismic analysis of a bridge. In the first part, the damage survey of some bridges that were affected by the 2016 Kumamoto Earthquake was discussed. Among these bridges, the Tawarayama Bridge, which is a plate girder bridge located very close to an active fault line, was particularly considered. This bridge incurred severe damage because of the earthquakes’ epicenters very close to the bridge. The damage mechanism that can occur in this type of bridge was elucidated. During the damage survey, parts of Tawarayama Bridge were examined to determine the damage in order to examine the factors of occurrence and damage mechanism. In the second part, the seismic responses of Tawarayama Bridge were analyzed using ABAQUS software, and beam elements were applied for the structural members. Firstly, the time-history responses were analyzed using both longitudinal and transverse direction earthquake ground motions separately and simultaneously to investigate the dynamic response of the bridge. Both undamped and damped conditions were considered. For the dynamic response analysis, the recorded earthquake acceleration data of Ozu Station were applied for both undamped and damped conditions considering both east-west (EW) and north-south (NS) directions simultaneously and the damped condition for these directions separately. In addition, a damped model was analyzed by applying design earthquake input data obtained from the Japanese Seismic Design Specifications for Highway Bridges. Consequently, five cases were established for seismic response analysis. Subsequently, the seismic responses of Tawarayama Bridge were investigated, and the behavior of the lower lateral members was examined considering the observed buckling of these members during the damage survey. The field survey and dynamic response analysis indicate that the buckling design of the lower lateral members should be considered in the future design of bridges.

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Damage to Road Bridges Induced by Ground Motion in the 2011 Great East Japan Earthquake

Cited by 15 publications

References 1 publication

Shaking table tests of a reinforced concrete bridge pier with a low‐cost sliding pendulum system

Shaking table tests of a reinforced concrete bridge pier with a low‐cost sliding pendulum system

A High Seismic Performance Concept of Integrated Bridge Pier With Triple Rc Columns Accompanied by Friction Damper Plus Gap

An Investigation of Damage Mechanism Induced by Earthquake in a Plate Girder Bridge Based on Seismic Response Analysis: Case Study of Tawarayama Bridge under the 2016 Kumamoto Earthquake

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