Seismic Performance of a Cable-stayed Footbridge Using a Concrete Damage Plasticity Model

Drygala, Izabela Joanna; Dulińska, Joanna; Wazowski, Marek

doi:10.1016/j.proeng.2017.06.246

Cited by 7 publications

(5 citation statements)

References 8 publications

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“…The total theoretical length of the footbridge is equal to 46.90 m. The purpose of the structure is to conduct pedestrians and cyclists over the national expressway DK-1. The footbridge dynamic properties experimental and numerical assessment is presented in the work [6,7]. In Table 1 the dynamic characteristics of the structure are delivered.…”

Section: Concepts Of Investigationmentioning

confidence: 99%

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Dynamic response of a cable-stayed footbridge to high-energy mining tremors

et al. 2019

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In this work an analysis of the dynamic response of a cable-stayed footbridge to mining tremors typical for two main regions of mining activity in Poland, i.e. the Legnica-Glogow Copper District (LGCD) and the Upper Silesian Coal Basin (USCB) is presented. For analysis, a 3-D finite element (FE) model of the structure was created in the ABAQUS/Standard software program. As a final result, the dynamic responses of the footbridge to the typical mining tremors were delivered. For this stage, the numerical simulations were conducted with the non-uniform kinematic excitation as well as with the uniform kinematic excitation. Finally, the evaluation of two calculation approaches was also made for the studied structure.

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Section: Concepts Of Investigationmentioning

confidence: 99%

“…The coefficients of this damping model were calculated on the basis of experimental results for the first and the second mode shape (see Tab. 1) [6]. The mass proportional damping coefficient was equal to = 0.379 and stiffness proportional damping coefficient was equal to = 0.00022, respectively.…”

Section: Vibration Mode (I)mentioning

confidence: 99%

Dynamic response of a cable-stayed footbridge to high-energy mining tremors

et al. 2019

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“…For the study purposes, an existing doubly span cable-stayed footbridge was chosen as a case study [6]. The structure was erected in Czestochowa (Southern Poland) and consists of two spans (21.10 m and 25.80 m).…”

Section: Structural Layout and Fe Model Of The Footbridgementioning

confidence: 99%

“…In the work the parameters of the Mooney-Rivlin model (assumed as C10 = 0.292MPa and C01 = 0.177MPa) were replaced with the equivalent elasticity modulus (2.814 MPa). Such simplification is used in calculations of bridges with elastomeric bearings [6]. The Poisson's ratio of elastomeric material was taken as 0.49.…”

Section: Structural Layout and Fe Model Of The Footbridgementioning

confidence: 99%

Assessment of human-induced vibrations of a cable-stayed footbridge

Drygala

Dulińska

Wazowski³

2018

MATEC Web Conf.

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The primary purpose of this research is the evaluation of human-induced vibrations of a cable-stayed footbridge. The cable-stayed pedestrian bridge with total length of the span equal to 46.90 m located in Czestochowa (Southern Poland) was chosen as a case study. The footbridge consists of two spans (21.10 m and 25.80 m). A three-dimensional (3D) finite element (FE) model of the footbridge was prepared with the ABAQUS software program. The dynamic properties of the structure, i.e. its natural frequencies, modes shapes and damping ratios, were estimated on the basis of the in situ tests results as well as numerical analysis. For the validation of the modal models the modal assurance criterion (MAC) theory was applied. In the next stage of the investigation the dynamic response of the structure to human-induced loading was evaluated. Finally, the vibration comfort criteria for the footbridge were checked.

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“…Taking into consideration the primary function of the pedestrian bridges, the risk of the resonance phenomenon occurring has to be discussed for this type of structure [11][12][13][14][15][16][17][18][19][20][21][22][23][24]. In general, the estimation of the modal properties of footbridges is the main component of the general dynamic evaluation of these structures [25][26][27][28]. It must be pointed out that this part of the dynamic investigation has significant value for the design stage of construction as well as being required prior to approval of the structure for public usage, i.e., proof load testing (conduct in order to validate that a structure can carry the design loads) and acceptance tests (conducted before a bridge structure is accepted for exploitation).…”

Section: Introductionmentioning

confidence: 99%

Full-Scale Experimental and Numerical Investigations on the Modal Parameters of a Single-Span Steel-Frame Footbridge

Drygala

Dulińska

2019

Symmetry

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In this work, an examination on the modal properties of a single-span steel-frame footbridge is presented. The footbridge is situated in Jawornik (Lesser Poland). The footbridge is symmetrical since its main structure consists of two steel frames of the same shape. The boundary conditions for both frames are the same as well. The study was completed on the basis of numerical as well as experimental investigations. For finite element (FE) analysis, a 3-D model of the single-span steel-frame footbridge was created. For the experimental study, a research scheme for in situ tests was developed. Three kinds of excitation techniques were used during the in situ tests: shock excitation, operational vibration, and slow sine sweep testing. Different functions that estimate natural frequencies, i.e., the power spectral density function (PSD) and the frequency response function (FRF), were applied. The modal assurance criterion (MAC) was used as a mathematical tool for the verification of the mode shapes of natural vibrations obtained in experimental and numerical ways. Good compatibility was recognized between the results obtained for experimental and numerical procedures in terms of both the natural frequency and the mode of vibration. The identified and verified values of the five consecutive natural frequencies of the footbridge were smaller than 5 Hz, but they were recognized as being located outside the frequency range defined as having “maximum risk of resonance". The numerical and experimental modal analysis revealed that all modes corresponding to the natural frequencies from the 0–5 Hz range have both a symmetrical and an anti-symmetrical nature. In particular, the first vertical mode, which can play a central role from the serviceability of the footbridge point of view has a symmetrical shape. The results of the research might be applicable to the dynamic study of the structure type considered in the analysis, i.e., for the dynamic assessment of a single-span steel-frame footbridge with a relatively large mass as well as stiffness. The investigation proved that ambient vibration modal experiments are enough for the experimental investigation of the modal properties of the structure.

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Seismic Performance of a Cable-stayed Footbridge Using a Concrete Damage Plasticity Model

Cited by 7 publications

References 8 publications

Dynamic response of a cable-stayed footbridge to high-energy mining tremors

Dynamic response of a cable-stayed footbridge to high-energy mining tremors

Assessment of human-induced vibrations of a cable-stayed footbridge

Full-Scale Experimental and Numerical Investigations on the Modal Parameters of a Single-Span Steel-Frame Footbridge

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