Rigid-Body Motion of Horizontally Curved Bridges Subjected to Earthquake-Induced Pounding

Amjadian, Mohsen; Agrawal, Anil K.

doi:10.1061/(asce)be.1943-5592.0000962

Cited by 44 publications

(49 citation statements)

References 39 publications

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“…To evaluate the performance of the proposed SEMFD in limiting the rigid‐body motion of decks of horizontally curved bridges, its force‐displacement model represented by Equation is implemented on the dynamic model of a typical horizontally curved bridge developed by the authors in their recent studies …”

Section: Semiactive Control Of a Horizontally Curved Bridgementioning

confidence: 99%

“…Figure shows the dynamic model developed to describe the in‐plane rigid‐body motion of decks of horizontally curved bridges subjected to bidirectional ground motions . The shear force‐displacement relationships of the columns are assumed to be bilinear, but their torsional moment‐rotation relationships are linear.…”

Section: Semiactive Control Of a Horizontally Curved Bridgementioning

confidence: 99%

“…Horizontally curved bridges are susceptible to the deck unseating failure during strong ground motions because of the excessive rigid‐body motion of their decks when colliding with the abutments . Few research studies have explored the use of semiactive dampers to avoid such a failure .…”

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Feasibility study of using a semiactive electromagnetic friction damper for seismic response control of horizontally curved bridges

Amjadian

Agrawal

2019

Struct Control Health Monit

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Summary Semiactive control systems have been found to be more effective than passive and active control systems for seismic protection of bridges because of their reliable and adaptable characteristics. This paper presents a comprehensive investigation on the modeling and design of a semiactive electromagnetic friction damper (SEMFD) for the seismic response control of horizontally curved bridges. The proposed SEMFD possesses a simple configuration consisting of a ferromagnetic plate and two arrays of ferromagnetic core coils (FCs) attached to the two sides of the ferromagnetic plate through two friction pads. The attractive magnetic interaction between the FCs arrays and the ferromagnetic plate creates the normal force, which generates friction force as the friction pads and the ferromagnetic plate move relative to each other. The magnitude of this force can be controlled by varying the control current passing through the FCs. This semiactive controller, designed based on the optimal linear quadratic Gaussian control method, is capable of reducing the undesirable effects of stick–slip motion in the damper, while restoring the piston of the SEMFD to its initial position at the end of the excitation. The capability of the proposed SEMFD to mitigate the rigid‐body motion of decks of horizontally curved bridges is demonstrated by implementing it into the dynamic model of a horizontally curved bridge prototype. The numerical results indicate that the proposed SEMFD is effective in limiting the motion of the deck and thereby preventing it from unseating, which is one of the most common modes of failure among horizontally curved bridges.

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Section: Semiactive Control Of a Horizontally Curved Bridgementioning

confidence: 99%

Section: Semiactive Control Of a Horizontally Curved Bridgementioning

confidence: 99%

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Feasibility study of using a semiactive electromagnetic friction damper for seismic response control of horizontally curved bridges

Amjadian

Agrawal

2019

Struct Control Health Monit

Self Cite

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“…[4] ~ [7]). This section compares the compliance and the nonsmooth approaches with respect to their ability to simulate the deck response recorded during the shake table tests [1], especially the in-plane rotation.…”

Section: General and Analytical Conditionmentioning

confidence: 99%

“…An early exception is the study of Jankowski et al [6] which adopts linear dashpot elements to simulate the tangential contact forces between the contacting bodies. More recently, Amjadian et al [7] applied the Karnopp friction model to examine the response of curved bridges. Adopting an alternative nonsmooth dynamics approach, Dimitrakopoulos studied the pounding phenomenon between deck and abutment [8], [9], as well as between successive deck segments [10].…”

Section: Introductionmentioning

confidence: 99%

Nonsmooth Seismic Response Analysis of a Benchmark Straight Bridge With Deck-Abutment Impact-Induced Rotation

Shi¹,

Dimitrakopoulos²

2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Near‐fault ground motion effects on pounding and unseating using an example of a three‐span, simply supported bridge

Khakzand

Jalali

Veisi

2022

Earthquake Engineering and Resilience

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A simple model of a three-span, simply supported bridge consisting of three rigid decks supported by two axially rigid piers and rigid abutments at two ends is analyzed by solving the dynamic differential equations. The response spectrum method is not considered, and it is assumed that there is no soil-structure interaction. The bridge is acted upon by the acceleration of gravity, g, and excited by differential horizontal-, vertical-, and point-and cord-rocking components of nearfault ground motion. The model's in-plane linear response shows that the vertical and rocking ground-motion components have no noticeable effect on the maximum pounding force between bridge segments when computed for horizontal ground motion only. For the model with system periods longer than 1 s subjected to the strong motion pulse corresponding to magnitude M = 7, the vertical groundmotion component contributes to the destabilizing effect of the gravity. For bridge periods longer than 0.5 s, the simultaneous action of horizontal and vertical groundmotion components can noticeably increase the minimum gap size required to prevent pounding and the minimum seating length to avoid the unseating of bridge segments when computed for horizontal ground motion only. For system periods shorter than 1 s, the time delay of input ground motion has a significant effect on the minimum gap size to prevent pounding as well as on the minimum seating length to avoid unseating of the deck. The response of the bridge subjected to differential horizontal, vertical, and point-rocking ground-motion components is almost the same as the response under differential horizontal and vertical components of the ground motion. The main contribution to changes in the response, which is computed for horizontal ground motion only, is caused by the vertical and cord rocking of the ground motion. The minimum seating length to avoid the unseating of bridge segments suggested in seismic Iranian Code, No: 463 (Road and railway bridges seismic-resistant design code, 2008), is conservative for pulses with magnitudes M = 5 and 6, but not conservative for bridge periods longer than about 0.6 s and a near-field pulse with M = 7 magnitude.

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Rigid-Body Motion of Horizontally Curved Bridges Subjected to Earthquake-Induced Pounding

Cited by 44 publications

References 39 publications

Feasibility study of using a semiactive electromagnetic friction damper for seismic response control of horizontally curved bridges

Feasibility study of using a semiactive electromagnetic friction damper for seismic response control of horizontally curved bridges

Nonsmooth Seismic Response Analysis of a Benchmark Straight Bridge With Deck-Abutment Impact-Induced Rotation

Near‐fault ground motion effects on pounding and unseating using an example of a three‐span, simply supported bridge

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