Simplified Analytical Pushover Method for Precast Segmental Concrete Bridge Columns

Bu, Zhan-Yu; Ou, Yu‐Chen

doi:10.1260/1369-4332.16.5.805

Cited by 41 publications

(12 citation statements)

References 14 publications

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“…The joint rotation θ c is derived with the mid-span displacement (w) and span length of the tested beam specimen, that is, θ c = 2 ta n − 1 ( w L false/ 2 ) . The analytical derivation for the flat joint employs plastic hinge theory as presented in (Bu and Ou, 2013; Hewes and Priestley, 2002). Detailed derivation is as follows:…”

Section: Flexural Bendingmentioning

confidence: 99%

The mechanical performance of concrete shear key for prefabricated structures

Zhang

Hao

Zheng

et al. 2020

Advances in Structural Engineering

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The mechanical performance of concrete connection plays an important role in the response of precast concrete structures. Unlike conventional small concrete shear key which is mainly to help with alignment at installation, large concrete shear keys have been often designed in recent engineering practice to improve joint shear resistance. However, the mechanical properties of large concrete shear keys have not been properly studied. This paper utilizes experimental and numerical methods to investigate both direct shear and flexural bending properties of shear keys. Four types of shear keys comprised of trapezoidal shape, semi-spherical shape, dome shape and wave shape are investigated, which are found to strongly influence the mechanical properties of the keyed joint. Laboratory shear test found unlike conventional shear key, with increased tenon size failure moves to concrete mortise. A detailed numerical model is built to help understand stress developed at the key joint. Flexural bending tests are carried out to evaluate the flexural bending properties of these key joints. Through comparing with theoretical derivation for plain flat joint, similar bending moment resistances from the keyed joints are measured with that of plain flat joint, but larger rotation angles are recorded probably because more damages at the key joint. Among the four different joint patterns, shear key with smoothed pattern could effectively relief concrete damages.

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Section: Flexural Bendingmentioning

confidence: 99%

The mechanical performance of concrete shear key for prefabricated structures

Zhang

Hao

Zheng

et al. 2020

Advances in Structural Engineering

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“…The conventional strain compatibility method to determine the lateral strength of concrete columns is not appropriate for unbonded PT specimens (Hewes and Priestley 2002;Bu and Ou 2013), as explained in the introduction section. Hassanli et al (2017) developed an expression to predict the plastic hinge length of masonry walls and incorporated it with a step-by-step analytical procedure (Hassanli 2015).…”

Section: Analytical Approachmentioning

confidence: 99%

Analytical Study of Force–Displacement Behavior and Ductility of Self-centering Segmental Concrete Columns

Hassanli

Youssf

Mills

et al. 2017

Int J Concr Struct Mater

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In this study the behavior of unbonded post-tensioned segmental columns (UPTSCs) was investigated and expressions were proposed to estimate their ductility and neutral axis (NA) depth at ultimate strength. An analytical method was first employed to predict the lateral force-displacement, and its accuracy was verified against experimental results of eight columns. Two stages of parametric study were then performed to investigate the effect of different parameters on the behavior of such columns, including concrete compressive strength, axial stress ratio, diameter and height of the column, axial stress level, duct size, stress ratio of the PT bars, and thickness and ultimate tensile strain of fiber reinforced polymer wraps. It was found that the column's aspect ratio and axial stress ratio were the most influential factors contributing to the ductility, and axial stress ratio and column diameter were the main factors contributing to the NA depth of self-centering columns. While at aspect ratios of less than ten, as the axial stress ratio increased, the ductility increased; at aspect ratios higher than ten, the ductility tended to decrease when the axial stress ratio increased. Using the results of parametric study, nonlinear multivariate regression analyses were performed and new expressions were developed to predict the ductility and NA depth of UPTSCs.

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“…Some advanced materials including ultra high performance concrete, elastomeric bearing pad, carbon fiber reinforced polymer, and engineered cementitious composite (ECC) were also used in experimental researches to improve the seismic performance of precast segmental piers and achieved expected function . Furthermore, some numerical methods were developed to predict the seismic resistance of precast segmental piers …”

Section: Introductionmentioning

confidence: 99%

“…[17][18][19] Furthermore, some numerical methods were developed to predict the seismic resistance of precast segmental piers. 4,20 From those researches, unbonded PT are deemed to be effective and important for self-centering capacity for precast segmental piers, and ED devices can enhance ED capacity to limit maximum deformation. However, dosage of ED devices seems to be a conflicting parameter, which is expected to be larger for better ED capacity but is concerned about more residual deformation resulted from excessive ED devices.…”

Section: Introductionmentioning

confidence: 99%

Axial compression ratio limit for self‐centering precast segmental hollow piers

Wang

Liu

2017

Structural Concrete

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Axial compression ratio limit was investigated for self‐centering precast segmental hollow piers based on post‐earthquake residual axial loading capacity. The analytical method of unbonded posttensioning tendons (PT) stress increment and the simplified method of compression zone height were developed and validated by the finite element model verified by experiments. An analytical formula was deduced to calculate the critical axial compression ratio, which was regarded as the limit and can be obtained when the capacity provided by the noncompression zone at the bottom is equal to the initial axial compression loading. Parameter analysis was conducted to study effects of eight common design parameters on the critical axial compression ratio. The conclusions are summarized that there is good accuracy between the proposed methods for both unbonded PT stress increment and compression zone height and the finite element analysis. The axial compression ratio limit is proposed to be 0.25 when the ratio of energy dissipation (ED) bars is <1.5%. It is an inadvisable solution that more ED bars are matched with higher initial tensioning force of unbonded PT to fulfill the precast segmental piers with good ED capacity and self‐centering capacity in practice.

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Simplified Analytical Pushover Method for Precast Segmental Concrete Bridge Columns

Cited by 41 publications

References 14 publications

The mechanical performance of concrete shear key for prefabricated structures

The mechanical performance of concrete shear key for prefabricated structures

Analytical Study of Force–Displacement Behavior and Ductility of Self-centering Segmental Concrete Columns

Axial compression ratio limit for self‐centering precast segmental hollow piers

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