Quantitative evaluation of empirical models of vortex-induced vibration of bridge decks through sectional model wind tunnel testing

Xu, Kun; Ge, Yaojun; Zhao, Lin

doi:10.1016/j.engstruct.2020.110860

Cited by 31 publications

(15 citation statements)

References 38 publications

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“…In the former study, the first author compared the capabilities of some commonly used VIV empirical models. It indicates that the Larsen's generalized empirical model can better reproduce the nonlinear property of the VIV system compared to the other VIV models 1 . Thus, this model is adopted to simulate the VIV force

F ((), U, q, \overset{q}{true}, t)

in Equation (2), which can be expressed as 42 :

F ((), U, q, \overset{q}{true}, t) goodbreak= \frac{1}{2} ρ U^{2} ((), 2 D) ([], Y_{1} ((), α_{2} goodbreak- α_{ν} ε {|\frac{q ((), t)}{D}|}^{2 υ}) \frac{\overset{q}{true} ((), t)}{U})

where

ρ

is air density;

U

is wind velocity;

D

is deck height;

α_{2} = \int_{0}^{L} ϕ_{j} {(x)}^{2} normald x

and

α_{υ} = \int_{0}^{L} ϕ_{j} {(x)}^{2} \cdot {|ϕ_{j} (x)|}^{2 ν} normald x

are the modal shape coefficients that reflect the three‐dimensional effect of the bridge;

Y_{1}

and

ε

are the linear and nonlinear aeroelastic damping parameters, respectively; and

ν

is the second nonlinear aeroelastic damping parameter.…”

Section: Validation Of the Design Formulasmentioning

confidence: 94%

“…In this section, wind tunnel experimental data are adopted to further validate the efficiency and accuracy of the developed TMDI design formulas. The experiment was conducted in TJ‐1 wind tunnel at Tongji University China, and the results were reported in a former study by the first author 1 . The VIV properties of the cross‐sectional model at several different Scruton numbers were measured, and they are shown in Figure 4.…”

Section: Validation Of the Design Formulasmentioning

confidence: 99%

“…The experimental data at

S_{c} = 24.5

and

U / ((), ω_{b} D) = 3.16

are adopted for this case study. The identified parameters are

Y_{1} = 19587

ε = 1.00525

, and

ν = 0.000738

1 . The simulated VIV response of the deck is compared with experimental result, as shown in Figure 5.…”

Section: Validation Of the Design Formulasmentioning

confidence: 99%

“…For a given Scruton number at which the VIV model parameters are identified, it can well reproduce the experimental results. However, once the Scruton number varies from the one at which the model parameters are identified, the predicted response of the bridge will vary from the actual condition 1 …”

Section: Validation Of the Design Formulasmentioning

confidence: 99%

“…Vortex‐induced vibration (VIV) is a commonly occurred fluid‐structural interaction phenomenon for flexible bridges 1 . It suggests that all bridge types could suffer the threats of VIV.…”

Section: Introductionmentioning

confidence: 99%

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Closed‐form design formulas of TMDI for suppressing vortex‐induced vibration of bridge structures

Dai

et al. 2022

Structural Contr & Hlth

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Tuned mass damper inerter (TMDI) is a promising device for structural vibration control. Existing design formulas for TMDI are derived based on an undamped single-degree-of-freedom primary structure. When applied to vortex-induced vibration (VIV) control of bridges, it may lead to a suboptimal design of TMDI, since VIV is characterized by nonlinear aeroelastic effect and sensitive to the structural damping. This study proposes closed-form design formulas of TMDI that are suitable for VIV control of bridges. Governing equations of the bridge-TMDI system are first established in modal coordinate. Based on these equations, the equivalent damping of TMDI to the bridge is derived. Then, the design formulas for TMDI frequency and damping ratio with predetermined TMDI mass, inertance, and inerter arrangement are developed to achieve the required equivalent damping of TMDI. The reliability of the proposed formulas is validated by utilizing the wind tunnel experimental data of a bridge. It is found that the effect of TMDI to the bridge can be treated as an increase of the structural damping. It is also found that the TMDI parameters will betray the optimum values if the VIV force model fails to correctly predict the required equivalent damping of TMDI. To eliminate this disadvantage, some design suggestions are presented. The comparison with existing TMDI design formulas and discussions on the application scope of the proposed formulas are also conducted. The proposed formulas can achieve a better control efficiency for the same predetermined TMDI parameters and have high accuracy within the scope of practical engineering applications.

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