Structural dynamic responses of linear structures subjected to Kanai-Tajimi excitation

Ge, Xiaomin; Chuang-di, LI; Azim, Iftikhar; Gong, Jianming; Li, Yuxiang

doi:10.1016/j.istruc.2021.08.092

Cited by 7 publications

(4 citation statements)

References 20 publications

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“…, E 1 is a diagonal matrix of order N, and O 1 and O 2 are zero matrices of order N Â N and N Â n, respectively. Considering a transform in the complex mode method (CMM) 11,28 described in Equation ( 12), Equation ( 11) can be further rewritten into a complex modal form, as shown in Equation ( 13):…”

Section: Unified Frequency-domain Solutions Of Structural Dynamic Res...mentioning

confidence: 99%

“…The state variable 11,26,27

y

can be defined as

boldy boldgoodbreak= ({}, \begin{array}{c} boldq \\ \overset{q}{true} \end{array}),

and Equation (9) can be substituted as

\overset{M}{true} \overset{y}{true} goodbreak+ \overset{K}{true} bold-italicy goodbreak= \overset{γ}{true} ({}, I_{0} ((), H) bold-italicB ((), H)) u ((), t),

where

\overset{M}{true} = ([], \begin{array}{c} 2 ξ \overset{ω}{true} & E_{1} \\ E_{1} & O_{1} \end{array})

\overset{K}{true} = ([], \begin{array}{c} {\overset{true¯}{bold-italicω}}^{2} & O_{1} \\ O_{1} & ‐ E_{1} \end{array})

\overset{γ}{true} = ([], \begin{array}{c} bold-italicγ \\ O_{2} \end{array})

E_{1}

is a diagonal matrix of order N , and

O_{1}

and

O_{2}

are zero matrices of order

N \times N

and

N \times n

, respectively. Considering a transform in the complex mode method (CMM) 11,2...…”

Section: Frequency‐domain Solutions For Wind‐induced Responses Of Asy...mentioning

confidence: 99%

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Dynamic response of asymmetric suspended structure subjected to random wind excitation

Tian,

Yao,

Pan

et al. 2024

Structural Design Tall Build

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SummarySuspended structures, regarded as the expression of structural beauty, have attracted the focus of many architects and engineers. With the complexity of dynamic responses of the asymmetric suspended structures subjected to the random alongside wind excitation, an innovative method was proposed through combining the finite element method (FEM), the complex mode method (CMM), the pseudo excitation method (PEM), and the quadratic decomposition method (QDM) of frequency response function. The method could obtain unified closed‐form solutions of spectral moment and variance of node displacement and velocity and acceleration of asymmetric structures and its correctness was verified by existing numerical approaches. The proposed method is applicable to the random wind‐induced vibration response analysis of diverse linear complex structures. Notably, its efficacy lies in its circumvention of numerical integration, endowing it with high computational efficiency and accuracy. Extended comparative studies and discussion were also performed on effect of suspended span and comparisons of normal framed structure and symmetry structure. The results showed that the suspended span presented positive relation to horizontal displacement and inverse tendency to horizontal acceleration of the whole structure and vertical and horizontal acceleration of the columns near to suspended part should also be considered in engineering design.

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Section: Unified Frequency-domain Solutions Of Structural Dynamic Res...mentioning

confidence: 99%

“…The state variable 11,26,27

y

can be defined as

boldy boldgoodbreak= ({}, \begin{array}{c} boldq \\ \overset{q}{true} \end{array}),

and Equation (9) can be substituted as

\overset{M}{true} \overset{y}{true} goodbreak+ \overset{K}{true} bold-italicy goodbreak= \overset{γ}{true} ({}, I_{0} ((), H) bold-italicB ((), H)) u ((), t),

where

\overset{M}{true} = ([], \begin{array}{c} 2 ξ \overset{ω}{true} & E_{1} \\ E_{1} & O_{1} \end{array})

\overset{K}{true} = ([], \begin{array}{c} {\overset{true¯}{bold-italicω}}^{2} & O_{1} \\ O_{1} & ‐ E_{1} \end{array})

\overset{γ}{true} = ([], \begin{array}{c} bold-italicγ \\ O_{2} \end{array})

E_{1}

is a diagonal matrix of order N , and

O_{1}

and

O_{2}

are zero matrices of order

N \times N

and

N \times n

, respectively. Considering a transform in the complex mode method (CMM) 11,2...…”

Section: Frequency‐domain Solutions For Wind‐induced Responses Of Asy...mentioning

confidence: 99%

Dynamic response of asymmetric suspended structure subjected to random wind excitation

Tian,

Yao,

Pan

et al. 2024

Structural Design Tall Build

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“…Because a single record is insufficient for producing general conclusions, an ergodicity assumption is applied, and only one earthquake record from the local area can be utilized. The PSD function of acceleration seismic motion is assumed to be in the form of a filtered Gaussian white noise, S0, of ground motion and the soil surface is simulated as a single degree of freedom linear system, as shown in Figure 1, then, the Kanai-Tajimi spectrum model [12] can be obtained:…”

Section: Random Excitationmentioning

confidence: 99%

Dynamic Response and Reliability Analysis of Stochastic Multi-Story Frame Structures under Random Excitation

Noori¹,

Abbas²

2022

MMEP

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In earthquake engineering problems, uncertainty exists not only in the seismic excitations but also in the structure's parameters. This study investigates the influence of structural geometry, elastic modulus, mass density, and section dimension uncertainty on the stochastic earthquake response of a multi-story moment resisting frame subjected to random ground motion. The North-south component of the Ali Gharbi earthquake in 2012, Iraq, is selected as ground excitation. Using the power spectral density function (PSD), the two-dimensional finite element model of the moment resisting frame's base motion is modified to account for random ground motion. The probabilistic study of the moment resisting frame structure using stochastic finite element utilizing Monte Carlo simulation was presented using the finite element program ABAQUS. The dynamic reliability and probability of failure of the stochastic and deterministic structure based on the first passage failure were checked and evaluated. Results revealed that the probability of failure increased due to randomness in stiffness and mass of the structure. Generally, natural frequencies for the lower modes of vibration and relative displacements for the lower stories were more sensitive to the randomness in system parameters.

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“…Still, numerical integration is required when analyzing the random characteristic value of the structural response, which leads to the limitation of calculation accuracy and efficiency [30]. The method decoupling power spectral density function of structural response has attempted to overcome the difficulties of complex seismic excitation models to achieve a closed-form solution [27,31]. However, the previous studies are limited to regular simple structures.…”

Section: Introductionmentioning

confidence: 99%

Analytical Study on the Random Seismic Responses of an Asymmetrical Suspension Structure

Chen¹,

Liang²,

Yang³

et al. 2023

Buildings

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An asymmetrical suspension structure, without vertical column support and without supplying the flexibility of spatial arrangement, is more sensitive to ground movement. The structural responses of an asymmetrical suspension structure subjected to Clough–Penzien spectrum excitation were analytically investigated in this study. First, the governing equation was decoupled into an independent state equation in generalized coordinates through the real mode decomposition method and by creatively combining it with finite element methods to acquire modal coefficients. Through the pseudo excitation method (PEM), the frequent domain solution of the dynamic response was acquired, and its power spectrum density function was then quadratically decomposed to obtain its corresponding 0–2-order spectral moments. A practical case study was performed to verify the high accuracy and computational efficiency of the proposed closed-form solution comparative to the traditional PEM. Finally, an extended analysis of the effect of the suspended span and comparisons to a normal framed structure and symmetrical suspension structures were carried out. The analysis results indicate that the larger suspended span could consume more seismic energy and result in smaller horizontal displacement and acceleration. Moreover, the comparison results also point out that the existence of the suspension part showed better seismic energy dissipation capacity compared to the normal framed structure, and two symmetrical suspension parts also performed better than a single asymmetrical part in seismic energy dissipation.

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Structural dynamic responses of linear structures subjected to Kanai-Tajimi excitation

Cited by 7 publications

References 20 publications

Dynamic response of asymmetric suspended structure subjected to random wind excitation

Dynamic response of asymmetric suspended structure subjected to random wind excitation

Dynamic Response and Reliability Analysis of Stochastic Multi-Story Frame Structures under Random Excitation

Analytical Study on the Random Seismic Responses of an Asymmetrical Suspension Structure

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