Predicting the flutter speed of a pedestrian suspension bridge through examination of laboratory experimental errors

Rizzo, Fabio; Caracoglia, Luca; Montelpare, Sergio

doi:10.1016/j.engstruct.2018.06.042

Cited by 50 publications

(40 citation statements)

References 36 publications

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“…Static and modal analyses are carried out by TENSO (2011), a non-commercial software that includes modules for simulating cable and beam finite element models, and for the study of wind-structure interaction phenomena with the generation of wind speed time histories and simulation of various aeroelastic loads. The main cables are discretized as rectilinear cable segments [15,16,59]. The global stiffness matrix is updated at each load step by assembling the stiffness submatrices of the elements, and updated so as to account for the strain found at the previous time step.…”

Section: Resultsmentioning

confidence: 99%

Hemp Cables, a Sustainable Alternative to Harmonic Steel for Cable Nets

Viskovic

2018

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Recent developments in the field of materials engineering have allowed for the use of natural materials for common structural elements, instead of traditional materials, such as steel or concrete. In this context, hemp is a very interesting material for structural building design. This paper proposes the use of hemp cables for roofs with hyperbolic paraboloid cable nets, which sees the use of a sustainable material for structure, thus having a very low environmental impact, in terms of structural thickness and amount of material. The paper discusses five different plan sizes and two different hyperbolic paraboloid surface radius of curvatures. The cable traction, which gives the cable net stiffness, was varied in order to give a parametric database of structural response. Three dimensional geometrically nonlinear analyses were carried out on different geometries (i.e., 10), cable net stiffnesses (i.e., 8), and materials (i.e., 2). Traditional harmonic steel and hemp cables are compared, in terms of vertical displacements and natural periods under dead and permanent loads.

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Section: Resultsmentioning

confidence: 99%

Hemp Cables, a Sustainable Alternative to Harmonic Steel for Cable Nets

Viskovic

2018

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“…flutter derivatives) are available. The dynamic response of a long-span bridge due to wind excitation can be modeled through the multi-mode approach in the frequency domain ( [42]). The dynamic component of the wind loading, causing deck vibration, can be represented by superposition of turbulenceinduced (aerodynamic) forces and motion-induced (aeroelastic) forces.…”

Section: Theoretical Fundamentals Of Wind-structure Interaction Modelmentioning

confidence: 99%

“…Experimental tests results given by [42] are discussed here in order to explain the entire process of flutter analyses. Aerodynamic tests were carried out to estimate the deck loads of a pedestrian bridge with closed-box bridge deck (structural properties are described later in a subsequent section).…”

Section: Experimental Measurementsmentioning

confidence: 99%

“…5 below. Fig.3 shows an example of the Lift aerodynamic force coefficient trend as function of the angle of attack ( [42]).…”

Section: Experimental Measurementsmentioning

confidence: 99%

“…This paper discusses the wind-bridge interaction using aerodynamic tests results in term of aerodynamic coefficients though three dimension FEM non-linear analyses [39]. One of the three pedestrian suspended bridges ( [40], [41]) discussed in [42] and [43] is used as case of study and experimental data and structural parameters are used for non-linear geometrically analyses. Analyses are pushed as far as the flutter instability and the flutter critical speed was estimated.…”

Section: Introductionmentioning

confidence: 99%

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Flutter Instability Calculation for Suspended Bridges Using Geometrically Nonlinear Analyses

Taddeo¹,

Giovanni²

2019

Proceedings of the 7th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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The paper investigates the modelling and calculation of the flutter instability condition due to the windstructure interaction in the case of suspended bridges. In particular, the paper is focused on FEM (Finite Element Model) analyses on three dimensional models that compute the flutter instability. Geometric non-linear flutter instability analyses were carried out using a research and design software program (TENSO), which enables nonlinear dynamic analysis of wind-structure interaction. All the bridge structure is modelled. In particular, the bridge deck model was simplified by a beam model located in the deck section's center of gravity and two massless rigid links to simulate the connection of the deck to the hangers and cables. The cables are represented by rectilinear cables element. The critical flutter speed was estimated using quasi-static approximation of the unsteady wind loads calculated by aerodynamic coefficients (i.e. lift, drag and moment coefficients) estimated by aerodynamic forces (i.e. lift, drag and moment) directly measured by wind tunnel tests. The executed analyses are by dynamic step-by-step integration of the nonlinear three-dimensional structure with geometric nonlinearities. The global stiffness matrix is updated at each load step by assembly of the stiffness sub-matrices of the elements, updated to account for the strain found at the previous time step, taking into account the geometric nonlinearity of the structure.Firstly, the calculation provides for the static equilibrium of the structure under dead, gravity and construction loads by nonlinear static analysis. It was computed simultaneously using two methods: step-by-step incremental method and a "subsequent interaction" method with variable stiffness matrix (secant method). The secant method is a finite-difference approximation of the Newton-Raphson's modified method for systems of nonlinear algebraic equations. The solution under gravity loads is subsequently used as the initial step of the dynamic wind load analysis. The Newmark-Beta method with Rayleigh damping is used for numerical integration of the dynamic equations. Wind loads on the bridge deck are time dependent and they are simulated by applying the aerodynamic coefficients as a function of the time-dependent angle of attack at a given mean wind speed U. Displacements and rotations of the bridge deck at progressively increasing values of U, are estimated. The velocity at incipient flutter is fixed when the reference deck vibration amplitude exceeds ±5°. Details of the analyses results and calculation are given for an example of suspended foot bridges. Vertical displacements (δ) and rotations of the deck about the longitudinal bridge axis (αx) in normalized format (i.e. upward deck displacements are positive and counterclockwise rotations are positive) are discussed.

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Experimental Investigations on the Flutter Derivatives of the Pedestrian-Bridge Section Models

2020

KSCE J Civ Eng

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Predicting the flutter speed of a pedestrian suspension bridge through examination of laboratory experimental errors

Cited by 50 publications

References 36 publications

Hemp Cables, a Sustainable Alternative to Harmonic Steel for Cable Nets

Hemp Cables, a Sustainable Alternative to Harmonic Steel for Cable Nets

Flutter Instability Calculation for Suspended Bridges Using Geometrically Nonlinear Analyses

Experimental Investigations on the Flutter Derivatives of the Pedestrian-Bridge Section Models

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