Experimental Investigations on the Lateral Cyclic Response of Post-Tensioned Rocking Steel Bridge Piers

Rahmzadeh, Ahmad; Alam, M. Shahria; Tremblay, Robert

doi:10.1061/(asce)st.1943-541x.0003197

Cited by 19 publications

(12 citation statements)

References 25 publications

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“…The prestress losses of LPPW2 were 13.4% and 9.8%, lower than those of LPPW1. This could be attributed to the reuse of the PT system in the tests, which reduced the influence of the wedge seating in the anchorage system 26 …”

Section: Test Resultsmentioning

confidence: 99%

“…This could be attributed to the reuse of the PT system in the tests, which reduced the influence of the wedge seating in the anchorage system. 26…”

Section: Test Observationsmentioning

confidence: 99%

“… Note : b is the ratio of the postyield stiffness to the initial stiffness; R 0 , cR 1 , and cR 2 are parameters to control the transition from elastic to plastic branches; and a 1 , a 2 , a 3 , and a 4 are the isotropic hardening parameters 26 …”

Section: Numerical Simulationmentioning

confidence: 99%

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Experimental investigation of a locally prestressed precast concrete wall

Zhang

Qing

Wang

et al. 2022

Structural Concrete

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The posttensioned (PT) tendons in a prestressed precast wall (PPW) may suffer yielding or damage under rare earthquake events, increasing the potential demand for their maintenance and renewal. A locally PPW (LPPW) with PT tendons arranged only in the lower stories was developed in this article to facilitate the replacement of the PT tendons. Quasi-static tests were conducted to investigate the seismic performance of the LPPW with and without additional energy dissipaters. The test results demonstrated that the LPPW featured a stable hysteretic response and an excellent self-centering capacity. The dissipaters effectively improved the energy dissipation capacity of the LPPW and preserved its self-centering capacity. Numerical studies were further performed to address the influence of the layout of the PT tendons and dissipaters. The numerical results showed that reducing the height of the upper anchorage points of the PT tendons could increase the bearing capacity and postyielding stiffness of the LPPW. The concrete contact force at the base joint could be reduced by about 40% by moving the dissipaters from center to edge regions of the cross-section of the wall.

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Section: Test Resultsmentioning

confidence: 99%

“…This could be attributed to the reuse of the PT system in the tests, which reduced the influence of the wedge seating in the anchorage system. 26…”

Section: Test Observationsmentioning

confidence: 99%

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Experimental investigation of a locally prestressed precast concrete wall

Zhang

Qing

Wang

et al. 2022

Structural Concrete

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“…The inclusion of superstructure elements in the numerical model of rocking steel piers results in a more realistic prediction of the dynamic responses. When the superstructure is lumped at the mass centre, the reduction of the column contribution in carrying gravity loads due to permanent shortening cannot be captured 39 . The superstructure was modelled as a frame, based on the method proposed by Aviram et al., 40 and discretized by BEAM188 elements.…”

Section: Description Of Bridge Fe Modelmentioning

confidence: 99%

“…Stable hysteresis response, high ductility capacity and negligible residual drift, mainly attributed to the gap opening/closing mechanism, are the main advantages of such a pier. Therefore, it is capable of offering immediate service or service limited seismic performance levels for bridges located in active seismic regions 25–27 …”

Section: Introductionmentioning

confidence: 99%

3D response simulation of a bridge with a posttensioned base rocking steel pier under sequential loading of traffic loads, braking force, and earthquake excitations

Rahmzadeh

Alam

Tremblay

2023

Earthq Engng Struct Dyn

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This paper presents finite element (FE) investigations of the seismic response of a bridge incorporating a base rocking steel pier. The pier consists of a circular steel tube, circular end plates, posttensioned (PT) tendon(s), and supplemental energy dissipation devices, and is configured to rock at its interface with the foundation. The main characteristic of such a pier is its ability to ensure small residual drifts after undergoing inelastic deformations during cyclic loading. The system has a tendency to close the gap due to the presence of superstructure dead load (DL) and tendon posttensioning force. Using experimental data, the calibration of the FE procedure is done at the material, component, and global system levels. The FE model of a prototype bridge is developed with the rocking pier modelled by continuum elements while superstructure, bearing units, abutment walls and backfill material modelled by discrete elements. The analysis procedure includes the application of one or two earthquake excitations, traffic loads, and braking force. The varied parameters are the diameter‐to‐thickness ratio of the column, presence of a PT tendon, addition of supplemental energy dissipaters (EDs), base plate dimensions, height of ED chairs, and ED strength. The results of dynamic FE studies demonstrate that a bridge utilizing such a pier has the potential to undergo consecutive earthquakes without sustaining significant damage and return to its original position without requiring abutment component stiffness and strength.

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Feasibility of using superelastic shape memory alloy in plastic hinge regions of steel bridge columns for seismic applications

Rahmzadeh,

Alam

2024

Earthq Engng Struct Dyn

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This paper contributes to the further development of seismic resilient infrastructure by introducing a novel prototype bridge which integrates tubular steel piers with superelastic shape memory alloy (SMA). The proposed bridge pier is composed of a circular steel tube which is bonded to a superelastic SMA tube in regions of high stress. The pier is distinguished by its ability to minimize residual drifts following inelastic deformations induced by cyclic loading. Three‐dimensional continuum finite element (FE) models are utilized to examine its lateral behavior. Experimental data is used to demonstrate the effectiveness of the continuum FE procedure in replicating the cyclic response and capturing both global and localized behaviors. A novel composite material model is proposed to represent the degradation of strength and accumulation of irreversible strains in the cyclic response of superelastic SMAs. An iterative procedure for the calibration of this material is presented. Investigations, employing the calibrated FE procedure, focus on the quasi‐static cyclic response of steel piers with superelastic SMA in the plastic hinge zone, aiming to identify the optimal length of the SMA tube for achieving a self‐centering response with reduced residual deformation. The study is then further expanded to examine the seismic response of a bridge structure incorporating such piers. Development of the FE model for the prototype bridge includes the modelling of the piers using continuum elements, while the superstructure, bearing units, abutment walls, and backfill material are modelled using discrete elements. Nonlinear time history analyses are undertaken to investigate the effects of column wall thickness and materials used in the plastic hinge zones of the piers. Dynamic FE study results indicate that bridges employing such piers are capable of returning to their original position, provided the SMA tube is of adequate length.

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Experimental Investigations on the Lateral Cyclic Response of Post-Tensioned Rocking Steel Bridge Piers

Cited by 19 publications

References 25 publications

Experimental investigation of a locally prestressed precast concrete wall

Experimental investigation of a locally prestressed precast concrete wall

3D response simulation of a bridge with a posttensioned base rocking steel pier under sequential loading of traffic loads, braking force, and earthquake excitations

Feasibility of using superelastic shape memory alloy in plastic hinge regions of steel bridge columns for seismic applications

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