Mathematical Modelling of Cable-Stayed Bridges

Kanok‐Nukulchai, Worsak; Yiu, Po Kwong Anthony; Brotton, D. M.

doi:10.2749/101686692780616030

Cited by 19 publications

(12 citation statements)

References 3 publications

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“…This can be performed by introducing a geometric nonlinear term, as proposed in the fifties by Woinowsky‐Krieger , in order to account for a nonlinear dependence of the axial strain on the deformation gradient. This is of some importance in the modeling of large deflections of both suspension and cable‐stayed bridges (e.g., ). Considering jointly the suspended bridge and the cable, we end up with the following system:

({, \begin{matrix} ρ_{1} u_{tt} + δ_{1} u_{xxxx} + ν_{1} u_{t} - (β + ∥ u_{x} ∥_{L^{2} (0, 1)}^{2}) u_{xx} + k {(u - v)}^{+} = f, \\ ρ_{2} v_{tt} - δ_{2} v_{xx} + ν_{2} v_{t} - k {(u - v)}^{+} = g . \end{matrix})

As previously stated, v measures the displacement of the main cable, and u represents the bending displacement of the roadbed of the bridge.…”

Section: Earlier Results On String‐beam Models Of Suspension Bridgesmentioning

confidence: 99%

“…This can be performed by introducing a geometric nonlinear term, as proposed in the fifties by Woinowsky-Krieger [18], in order to account for a nonlinear dependence of the axial strain on the deformation gradient. This is of some importance in the modeling of large deflections of both suspension and cable-stayed bridges (e.g., [10]). Considering jointly the suspended bridge and the cable, we end up with the following system:…”

Section: String-beam Models With Large Deflectionsmentioning

confidence: 99%

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Global attractors for the coupled suspension bridge system with temperature

Dell’Oro

Giorgi

2015

Math Methods in App Sciences

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This paper deals with the long-term properties of the thermoelastic nonlinear string-beam system related to the wellknown Lazer-McKenna suspension bridge model 8 > > < > > :In particular, no mechanical dissipation occurs in the equations, because the loss of energy is entirely due to thermal effects. The existence of regular global attractors for the associated solution semigroup is proved (without resorting to a bootstrap argument) for time-independent supplies f, g, h and anyˇ2 R.

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({, \begin{matrix} ρ_{1} u_{tt} + δ_{1} u_{xxxx} + ν_{1} u_{t} - (β + ∥ u_{x} ∥_{L^{2} (0, 1)}^{2}) u_{xx} + k {(u - v)}^{+} = f, \\ ρ_{2} v_{tt} - δ_{2} v_{xx} + ν_{2} v_{t} - k {(u - v)}^{+} = g . \end{matrix})

As previously stated, v measures the displacement of the main cable, and u represents the bending displacement of the roadbed of the bridge.…”

Section: Earlier Results On String‐beam Models Of Suspension Bridgesmentioning

confidence: 99%

Section: String-beam Models With Large Deflectionsmentioning

confidence: 99%

Global attractors for the coupled suspension bridge system with temperature

Dell’Oro

Giorgi

2015

Math Methods in App Sciences

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“…There are three main sources of geometrically nonlinear behavior of cable-stayed bridges: (i) the beam-column effect; (ii) the large displacements (known as P-D) effect; (iii) the cable sag effect [23]. It is generally accepted that the latter is the most relevant of those and, consequently, even in this simplified model adopted to evaluate fragility of the case study considered the sag effect has been included.…”

Section: Cables Sag Effectsmentioning

confidence: 99%

“…for short and medium span cable-stayed bridges, linear analysis utilizing the equivalent modulus approach is often sufficient [34,23], so cables has been model in this way in order to find a balance between accuracy and computational time.…”

Section: Cables Sag Effectsmentioning

confidence: 99%

Seismic reliability of a cable-stayed bridge retrofitted with hysteretic devices

Casciati

Cimellaro

Domaneschi

2008

Computers & Structures

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“…Different techniques for the development of accurate FEMs for cable-stayed bridges have been described by Kanok-Nukulchai et al (1992) and Alvarado Cárdenas et al (2007). A popular approach is to define a longitudinal spine of beam elements, with the equivalent properties of the full deck, which are linked to the cable anchorage nodes by transverse rigid links.…”

Section: Numerical Modeling Of the Bridgementioning

confidence: 99%

Numerical Evaluation of Vibration-Based Methods for Damage Assessment of Cable-Stayed Bridges

Talebinejad

Fischer

Ansari

2010

Computer-Aided Civil and Infrastructure Engineering

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This study investigated a number of different damage detection algorithms for structural health monitoring of a typical cable-stayed bridge. The Bayview Bridge, a cable-stayed bridge in Quincy, Illinois, was selected for the study. The focus was in comparing the viability of simplified techniques for practical applications. Accordingly, the numerical analysis involved development of a precise linear elastic finite element model (FEM) to simulate various structural health monitoring test scenarios with accelerometers. The Effective Independence Method was employed to locate the best distribution of the accelerometers along the length of the bridge. The simulated accelerometer data based on the FEM analysis was employed for the evaluation of the four damage identification methods investigated here. These methods included the Enhanced Coordinate Modal Assurance Criterion, Damage Index Method, Mode Shape Curvature Method, and Modal Flexibility Index Method. Some of these methods had been previously applied only to a number of specific bridges. However, the investigation here provides the relative merits and shortcomings of the damage detection methods in long-span cable-stayed bridges.

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Mathematical Modelling of Cable-Stayed Bridges

Cited by 19 publications

References 3 publications

Global attractors for the coupled suspension bridge system with temperature

Global attractors for the coupled suspension bridge system with temperature

Seismic reliability of a cable-stayed bridge retrofitted with hysteretic devices

Numerical Evaluation of Vibration-Based Methods for Damage Assessment of Cable-Stayed Bridges

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