Effect of Bilateral Loadings on the Flexural Strength and Ductility of Reinforced Concrete Bridge Columns

Hayakawa, Ryoji; Kawashima, Koichiro; Watanabe, Gakuho

doi:10.2208/jscej.2004.759_79

Cited by 9 publications

(9 citation statements)

References 5 publications

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“…The tests showed that horizontal force capacity showed great reduction under bidirectional loading than that under unidirectional loading. Similar deterioration of capacity also has been observed from the bidirectional loading tests for reinforced concrete columns [5,6].…”

Section: Introductionsupporting

confidence: 82%

“…The specimens were bidirectionally loaded under seven different loading patterns in the horizontal plane. Similar deterioration of capacity also has been observed from the bidirectional loading tests for reinforced concrete columns [5,6]. However, under circular route loading, the strength of steel columns is reduced to nearly half of that of unidirectional loading.…”

Section: Introductionsupporting

confidence: 79%

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Bidirectional loading hybrid tests of square cross‐sections of steel bridge piers

Dang

Aoki

2012

Earthq Engng Struct Dyn

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SUMMARY Steel rectangular section columns with stiffened plates are commonly used for elevated highway bridges in the urban areas of Japan. The seismic design of bridge piers is usually performed by dynamic analysis in the horizontal direction using various independent directional seismic acceleration data. However, this simple treatment does not reflect the effect of bilateral loading as a structural response to inelastic interaction. In this study, unidirectional and bidirectional loading hybrid tests were conducted to examine the seismic response and performance of square cross‐sections of steel bridge piers subjected to bidirectional seismic accelerations. Comparison of the results of unidirectional and bidirectional loading tests revealed that the maximum load is the same as the average of unidirectional loading in the NS and EW directions; however, the maximum response displacement and residual displacement increase in proportion with hard to soft ground types. Moreover, a modified seismic design is proposed considering these bidirectional loading effects. Copyright © 2012 John Wiley & Sons, Ltd.

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Section: Introductionsupporting

confidence: 82%

Section: Introductionsupporting

confidence: 79%

Bidirectional loading hybrid tests of square cross‐sections of steel bridge piers

Dang

Aoki

2012

Earthq Engng Struct Dyn

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“…This is partially due to the multilinear nature of Takeda hysteresis model adopted in the analysis, and partly due to the simultaneous bi-directional interaction effect [18], which was not captured by the analytical model used. The time-history of the drift shows good agreement between the analysis and the test.…”

Section: Comparison Between Experimental and Analytical Resultsmentioning

confidence: 99%

Identification of critical ground motions for seismic performance assessment of structures

Dhakal

Mander

Mashiko

2006

Earthquake Engng Struct. Dyn.

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SummaryA method is established to identify critical earthquake ground motions that are to be used in physical testing or subsequent advanced computational studies to enable seismic performance to be assessed. The ground motion identification procedure consists of: choosing a suitable suite of ground motions and an appropriate intensity measure; selecting a computational tool and modelling the structure accordingly; performing Incremental Dynamic Analysis on a nonlinear model of the structure; interpreting these results into 50 th (median) and 90 th percentile performance bounds; and identifying the critical ground motions that are close to these defining probabilistic curves at ground motion intensities corresponding to the design basis earthquake and the maximum considered earthquake. An illustrative example of the procedure is given for a reinforced concrete highway bridge pier designed to New Zealand specifications. Pseudodynamic tests and finite element based time history analyses are performed on the pier using three earthquake ground motions identified as: (i) a Design Basis Earthquake (10% probability in 50 years) with 90 percent confidence of non-exceedance; (ii) a Maximum Considered Event (2% probability in 50 years) representing a median response; and (iii) a Maximum Considered Event representing 90 percent confidence of non-exceedance.

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“…Since then, enhanced versions of PD test procedures have been suggested by many researchers to improve the efficiency and to widen the scope of the PD test method [Horiuchi et al 1999;Nakashima and Masaoka 1999;Darby et al 2001;Bonelli and Bursi 2004;Pan et al 2005;Zhang et al 2005]. In the last decade, researchers have successfully conducted PD tests on bridge piers [Mutsuyoshi et al 1994;Zatar and Mutsuyoshi 2002;Hayakawa et al 2003], bridges [Pinto et al 2004], reinforced concrete buildings [Molina et al 1999;Paultre et al 2003], steel frames [Molina et al 2004] and masonry-infilled RC frames [Negro and Verzeletti 1996;Mosalam et al 1998;Colangelo 2005] to investigate their performance under real earthquakes.…”

Section: Introductionmentioning

confidence: 99%

Bidirectional Pseudodynamic Tests of Bridge Piers Designed to Different Standards

2007

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Circular reinforced concrete highway bridge piers, designed in accordance with the requirements of Caltrans, New Zealand and Japanese specifications, are experimentally investigated to assess their seismic performance. Pseudodynamic test procedures are developed to perform experiments on 30% scaled models of the three prototype bridge piers. Each specimen is subjected to a sequence of three different earthquake ground motions scaled appropriately to represent: (i) the Design Basis Earthquake (DBE) with a 90 percent non-exceedance probability; (ii) the Maximum Considered Earthquake (MCE) with a 50 percent non-exceedance probability; and (iii) the MCE with a 90 percent non-exceedance probability. Damage states after the earthquakes are assessed and mapped for seismic risk assessment. The damage outcomes and the corresponding seismic risks validate the objectives of the performance based design codes of the three countries. The results show that when bridge piers are designed to the specifications of each of the three countries, satisfactory performance with only slight to moderate damage can be expected for DBE. For the MCE, severe damage without collapse is likely for the Caltrans and Japanese piers. However, the NZ pier may not be able to survive MCE motions with sufficient reliability to ensure the preservation of life-safety. IntroductionRecent major earthquakes such as the 1994 Northridge and the 1995 Hyogoken-Nanbu (Kobe) events had a severe impact on the serviceability of bridges. Consequently, there has been a growing interest in comparing the seismic performance of bridges designed according to the codes and standards of different countries. This is because both the loading requirements and structural detailing procedures vary considerably, even though the magnitude of hazard exposure may be similar. As part of a cooperative four-country international project, Tanabe [1999] designed four bridge piers, in accordance with Caltrans, New Zealand, Japanese and European design standards. The main purpose of this international project was to identify differences in the cross-section dimensions and reinforcing details, to clarify the reasons for these differences, and to assess the likely seismic performance by computational means. This previous comparative research was restricted to uni-directional earthquake motions. Given that simultaneous bidirectional earthquake motions occur in reality, and computational predictions may differ from real response due to modelling simplifications, it is considered desirable to conduct an experimental investigation of the seismic response of bridge piers including bi-directional effects.Although simplified test procedures such as quasi-static and high-speed cyclic tests [Dhakal and Pan 2003] exist for general experimental studies of structural behaviour, more advanced test procedures such as pseudo-dynamic tests (referred to as PD tests hereafter) or shaking table tests are needed to experimentally assess the expected seismic performance of structures. PD tests offe...

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Effect of Bilateral Loadings on the Flexural Strength and Ductility of Reinforced Concrete Bridge Columns

Cited by 9 publications

References 5 publications

Bidirectional loading hybrid tests of square cross‐sections of steel bridge piers

Bidirectional loading hybrid tests of square cross‐sections of steel bridge piers

Identification of critical ground motions for seismic performance assessment of structures

Bidirectional Pseudodynamic Tests of Bridge Piers Designed to Different Standards

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