Seismic performance of RC bridge piers in Japan: an evaluation after the 1995 Hyogo-ken nanbu earthquake

Kawashima, Koichiro

doi:10.1002/(sici)1528-2716(200001/03)2:1<82::aid-pse10>3.0.co;2-c

Cited by 27 publications

(12 citation statements)

References 4 publications

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Section: Instructionmentioning

confidence: 99%

“…Recent post-earthquake investigations indicate that a large number of bridge piers and structure columns with insufficient and poor seismic details are prone to shear failure, which may result in the overall collapse of bridges and structures under strong seismic attack [1][2][3][4].Studies of engineering practice demonstrate that RC columns under axial force, shear force and bending moment, usually exhibit three failure modes: flexural failure, shear failure and flexural-shear failure [5,6].Recently, considerable efforts have been made to investigate the seismic performance of RC columns, such as Lehman etc. [7], Xiao and Zhang [8], Si etc.…”

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confidence: 99%

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Seismic Failure Modes and Deformation Capacity of Reinforced Concrete Columns under Cyclic Loads

Gong

2017

Period. Polytech. Civil Eng.

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InstructionReinforced concrete (RC) columns are one of the most critical load-bearing components in building structures, highway bridges and subsurface structures. Recent post-earthquake investigations indicate that a large number of bridge piers and structure columns with insufficient and poor seismic details are prone to shear failure, which may result in the overall collapse of bridges and structures under strong seismic attack [1][2][3][4].Studies of engineering practice demonstrate that RC columns under axial force, shear force and bending moment, usually exhibit three failure modes: flexural failure, shear failure and flexural-shear failure [5,6].Recently, considerable efforts have been made to investigate the seismic performance of RC columns, such as Lehman etc. [7], Xiao and Zhang [8], Si etc. [9]. The previous researches have primarily focused on the mechanism of flexural failure, and the fibre model can be used to simulate the flexural characteristic of columns. Brittle shear failure, which occurs before flexural yielding of the longitudinal reinforcement, can be easily identified for RC columns. However, the study of flexuralshear failure ("shear failure after yielding") is still inadequate due to flexure shear interaction. Lynn etc.[10] carried out reversed cyclic loading tests on eight full-scale RC columns, and found that predominant failure modes included flexuralshear failure, shear failure, lap-splice failure, and gravity load collapse, increasing axial load or longitudinal reinforcement ratio could lead to shear failure and lower ductility. Xiao and Martirossyan [11] found that the RC columns with insufficient confining reinforcement ratios could be dominated by flexural-shear failure in the plastic-hinge zones. Sezen [12] tested four full-scale lightly RC building columns to investigate the behaviour of columns with significant stiffness and strength degradation due to shear failure after the flexural strength (i.e. flexural-shear failure), and observed that under the same flexural demand and very high axial load, the specimen had a sudden shear and axial load failure. Si etc.[13] conducted quasi-static tests to study the seismic flexural-shear damage mechanisms and rapid repair techniques for earthquake damaged bridge piers. The failure pattern, strength, ductility and

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Section: Instructionmentioning

confidence: 99%

mentioning

confidence: 99%

Seismic Failure Modes and Deformation Capacity of Reinforced Concrete Columns under Cyclic Loads

Gong

2017

Period. Polytech. Civil Eng.

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“…where h i = height of joint i, k vj = effective shear stiffness for segment j of the column and defined by (9), and k = effective flexural stiffness and defined by Equation (10). The first,…”

Section: Analytical Model For Pushovermentioning

confidence: 99%

“…In Japan, it has been found difficult to re-center the superstructure of bridge columns with a residual drift exceeding 1/60 or with a residual displacement more than 15 cm, whichever is smaller [8]. As a result, the 1996 Japanese seismic design specifications of highway bridges requires that the residual drift developed at a bridge column after an earthquake not be greater than 1% [9]. Test results show that the segmental column can maintain a residual drift not greater than 1% provided the strength contribution of the ED bars is below approximately 35% the lateral strength of the column [5].…”

Section: Introductionmentioning

confidence: 99%

Cyclic behavior of precast segmental concrete bridge columns with high performance or conventional steel reinforcing bars as energy dissipation bars

Tsai

Chang

et al. 2010

Earthq Engng Struct Dyn

181

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The cyclic behavior of precast segmental concrete bridge columns with high performance (HP) steel reinforcing bars and that with conventional steel reinforcing bars as energy dissipation (ED) bars were investigated. The HP steel reinforcing bars are characterized by higher strength, greater ductility, and superior corrosion resistance compared with the conventional steel reinforcing bars. Three large-scale columns were tested. One was designed with the HP ED bars and two with the conventional ED bars. The HP ED bars were fully bonded to the concrete. The conventional ED bars were fully bonded to the concrete for one column, whereas unbonded for a length to delay fracture of the bars and to increase energy dissipation for the other column. Test results showed that the column with the HP ED bars had greater drift capacity, higher lateral strength, and larger energy dissipation than that with fully bonded conventional ED bars. The column with unbonded conventional ED bars achieved the same drift capacity and similar energy dissipation capacity as that with the HP ED bars. All the three columns showed good self-centering capability with residual drifts not greater than 0.4% drift. An analytical model referred to as joint bar-slip rotation method for pushover analysis of segmental columns with ED bars is proposed. The model calculates joint rotation from the slip of the ED bars from two sides of the joint. Good agreement was found between analytical predictions and the envelope responses of the three columns.CYCLIC BEHAVIOR OF SEGMENTAL COLUMNS WITH HP 1189 second, and third terms of Equation (8) represent displacements resulting from joint bar-slip rotations, shear deformations, and elastic flexural rotations, respectively.

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“…This partial application of CFRP confinement is aimed at the retrofitting of bridgepier type R/C cross-sections in order to prohibit, up to a point, the development of premature compressive failure at the base of the pier due to combined compression and flexure from seismic loads (Figure 1, Kawashima [1]). The performance of such structural elements was studied extensively in the past (Pinto [4]).…”

Section: Introductionmentioning

confidence: 99%

Flexural retrofitting of reinforced concrete bridge pier type cross-sections with carbon fiber reinforcing plastics

Manos¹,

Kourtides²

2007

WIT Transactions on the Built Environment, Vol 93

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Results and conclusions are presented from an experimental investigation with identical column-specimens, which were constructed with prototype materials, having a height of 1600mm and a cross section 300mm by 200mm. They represent models of a part of a bridge-pier near its base, with or without partial confinement of Carbon Fibre Reinforcing Plastic (CFRP) layers. They were subjected to compressive loads as this type of stress field is expected to develop at the base of such vertical members under combined vertical loads and seismic actions, where undesired compression failure may develop. The retrofitting of this type of reinforced concrete cross sections, with h/b ratio larger than 1.5, is aimed at prohibiting, up to a point, such compression failure. This type of partial confinement may also be applied to retrofitting similar vertical structural members with non-accessible sides. With the successful application of this partial confinement, an increase of almost 50% was observed in the compression capacity of the test specimens. Moreover, the deformability of these specimens was substantially increased, demonstrating the effectiveness of this type of partial confinement. It was also demonstrated from the experimental sequence that critical factors for the effectiveness of this partial CFRP confinement were the type of anchorage of the CFRP layers on the body of the cross-section and the number of CFRP layers.

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Seismic performance of RC bridge piers in Japan: an evaluation after the 1995 Hyogo-ken nanbu earthquake

Cited by 27 publications

References 4 publications

Seismic Failure Modes and Deformation Capacity of Reinforced Concrete Columns under Cyclic Loads

Seismic Failure Modes and Deformation Capacity of Reinforced Concrete Columns under Cyclic Loads

Cyclic behavior of precast segmental concrete bridge columns with high performance or conventional steel reinforcing bars as energy dissipation bars

Flexural retrofitting of reinforced concrete bridge pier type cross-sections with carbon fiber reinforcing plastics

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