Inelastic response analysis of bridges subjected to non-stationary seismic excitations by efficient MCS based on explicit time-domain method

Su, Cheng; Liu, Xiaolu; Li, Baomu; Zhi-jian, Huang

doi:10.1007/s11071-018-4477-6

Cited by 27 publications

(4 citation statements)

References 28 publications

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“…∆t, and ∆t is the time step; and T, Q 1 , and Q 2 are the coefficient matrices derived through the Newmark-β integration scheme [14][15][16], which can be expressed as:…”

Section: Explicit Time-domain Expressions Of Structural Responsesmentioning

confidence: 99%

“…To fully consider the nonlinear wave loads represented by the nonlinear Morison equation, the random vibration of jacket platforms should be conducted in the time domain. In this paper, the random response of a jacket platform subjected to wave loads is analyzed with the explicit time-domain method (ETDM), which was originally proposed for random vibration analysis of building and bridge structures subjected to random seismic excitations [13][14][15][16]. Instead of using the equivalent linearized Morison equation, the nonlinear random wave loads can be directly taken into consideration in ETDM without any difficulties.…”

Section: Introductionmentioning

confidence: 99%

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Explicit Time-Domain Approach for Random Vibration Analysis of Jacket Platforms Subjected to Wave Loads

Wang

Tang

2020

JMSE

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This paper is devoted to the random vibration analysis of jacket platforms under wave loads using the explicit time-domain approach. The Morison equation is first used to obtain the nonlinear random wave loads, which are discretized into random loading vectors at a series of time instants. The Newmark-β integration scheme is then employed to construct the explicit expressions for dynamic responses of jacket platforms in terms of the random vectors at different time instants. On this basis, Monte Carlo simulation can further be conducted at high efficiency, which not only provides the statistical moments of the random responses, but also gives the mean peak values of responses. Compared with the traditional power spectrum method, nonlinear wave loads can be readily taken into consideration in the present approach rather than using the equivalent linearized Morison equation. Compared with the traditional Monte Carlo simulation, the response statistics can be obtained through the direct use of the explicit expressions of dynamic responses rather than repeatedly solving the equation of motion. An engineering example is analyzed to illustrate the accuracy and efficiency of the present approach.

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“…∆t, and ∆t is the time step; and T, Q 1 , and Q 2 are the coefficient matrices derived through the Newmark-β integration scheme [14][15][16], which can be expressed as:…”

Section: Explicit Time-domain Expressions Of Structural Responsesmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Explicit Time-Domain Approach for Random Vibration Analysis of Jacket Platforms Subjected to Wave Loads

Wang

Tang

2020

JMSE

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“…Analysis eory. To improve the efficiency of computational analysis and reduce the calculation time, seismic response analysis has been carried out with the explicit timedomain dimension-reduced iteration method proposed by Su and his coauthors; the main theory can be found in references [23][24][25]. e equivalent excitation vector F j at time instant t j is associated with the ground motion acceleration X j and the velocity vector _ U D,j of the nodes of damping at the same time instant.…”

Section: Analysis Theory Finite Element Model and Seismic Excitationsmentioning

confidence: 99%

Optimisation of Longitudinal Seismic Energy Dissipation System for Straddle‐type Monorail‐Cum‐Road Long‐Span Cable‐Stayed Bridge

Liang

Liu

et al. 2019

Shock and Vibration

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To investigate the optimal longitudinal seismic energy dissipation system of straddle-type monorail-cum-road long-span cable-stayed bridges, the Niutianyang Bridge was selected as the engineering background, and the explicit time-domain dimension-reduced iteration method was adopted to carry out nonlinear time-history analysis. To consider the dynamic characteristics of longitudinal movable supports, the static and dynamic responses of four kinds of energy dissipation systems were studied, including longitudinal unconstrained, elastic cable, viscous damper, and speed lock-up devices. The damping effect of four types of schemes in which viscous dampers were installed at piers or towers was analysed, and the parameters of the viscous dampers were optimised. The influences of the straddle-type monorail train braking force and the running vibration of the straddle-type monorail traffic on the parameters of the viscous dampers were analysed. This study shows that the viscous damper system had the lowest bending moment at the bottom of the tower and a smaller displacement response, and the energy dissipation was the best. Each viscous damper had the highest energy dissipation efficiency when they are installed only at the main tower. The damping effect was better when the damping coefficient c ranged from 3500 to 5000 kN⋅m/s−α and the velocity exponent α ranged from 0.35 to 0.5. The static friction of the straddle-type monorail-cum-road long-span cable-stayed bridge support can resist the trains’ braking force, and the parameters of the viscous damper can be selected regardless of train braking. A suitably large value of velocity exponent α may be required to increase the working velocity of the viscous damper to reduce the damper’s participation in the process of the train crossing the bridge.

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“…In this paper, the system dynamic reliability analysis of the jacket platforms subjected to nonlinear random wave loads is conducted with the MCS based on the explicit time-domain method (ETDM) [28][29][30]. Owing to the explicit formulation of the dynamic responses in terms of random loads at different time instants, there is no need to repeatedly solve the equation of motion of the structure for different sample analyses.…”

Section: Introductionmentioning

confidence: 99%

An Efficient Monte-Carlo Simulation for the Dynamic Reliability Analysis of Jacket Platforms Subjected to Random Wave Loads

Wang

2021

JMSE

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The growing demand for the application of jacket platforms in deep water requires more attention on the assessment of structural reliability. This paper is devoted to the dynamic reliability analysis of jacket platforms subjected to random wave loads with Monte-Carlo simulation (MCS), in which a sample size of the order of magnitude of 104 to 105 for repeated time–history analyses is required for small failure probability problems, and a duration time up to three hours needs to be considered in the time–history analyses for a specific sea condition. To tackle the difficulty involved in MCS, the explicit time-domain method (ETDM) is used for the required time–history analyses of jacket platforms, in which truncated explicit expressions of critical responses with regards to the contributing loading terms are first established and then used for numerous repeated sample analyses. The use of ETDM greatly enhances the computational efficiency of MCS, making it feasible for the dynamic reliability analysis of jacket platforms under random wave loads. A jacket platform with 11,688 degrees of freedom was analyzed for the evaluation of dynamic reliability under a given sea condition, indicating the accuracy and efficiency of the present approach and its feasibility to practical structures.

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Inelastic response analysis of bridges subjected to non-stationary seismic excitations by efficient MCS based on explicit time-domain method

Cited by 27 publications

References 28 publications

Explicit Time-Domain Approach for Random Vibration Analysis of Jacket Platforms Subjected to Wave Loads

Explicit Time-Domain Approach for Random Vibration Analysis of Jacket Platforms Subjected to Wave Loads

Optimisation of Longitudinal Seismic Energy Dissipation System for Straddle‐type Monorail‐Cum‐Road Long‐Span Cable‐Stayed Bridge

An Efficient Monte-Carlo Simulation for the Dynamic Reliability Analysis of Jacket Platforms Subjected to Random Wave Loads

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