scholarly journals INFLUENCE OF CURVED WEB CLOSED STEEL SECTIONS IN BRIDGE DESIGN

2019 ◽  
Vol 6 (1) ◽  
Author(s):  
Gilles Van Staen ◽  
Hans De Backer ◽  
Philippe Van Bogaert
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Urban Area ◽  
Element Model ◽  
Structural Elements ◽  
Railway Bridge ◽  
Bridge Design ◽  
Steel Sections ◽  
Steel Panels ◽  
Closed Steel

A bridge is nowadays more than a structure that connects people over an obstacle. When a bridge has to be built in an urban area, either it has to be a landmark or it should blend away in the environment. The use of curved steel panels is one option to obtain these requirements. However, due to a lack of knowledge, engineers end up with a conservative design to implement these structural elements. For that reason, a Finite Element Model is made of a railway bridge, where the outer webs of the main girders have a varying web curvature. Six different models are made and compared. The most important parameters that are compared are the deformations and the stresses in the webs. The study finds that curved webs have an equal or even better behavior than flat webs, even with smaller web thickness. This makes that designers can use curved webs in their design, without needing extra steel to make their design safe.

scholarly journals Seismic Vulnerability Evaluation of a Three-Span Continuous Beam Railway Bridge

2017 ◽  
Vol 2017 ◽  
pp. 1-13 ◽  
Author(s):  
Chongwen Jiang ◽  
Biao Wei ◽  
Dianbin Wang ◽  
Lizhong Jiang ◽  
Xuhui He
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Seismic Isolation ◽  
Seismic Vulnerability ◽  
Element Model ◽  
Seismic Demand ◽  
Continuous Beam ◽  
Railway Bridge ◽  
Demand Model ◽  
Probabilistic Seismic Demand

In order to evaluate the seismic vulnerability of a railway bridge, a nonlinear finite element model of typical three-span continuous beam bridge on the Sichuan-Tibet railway in China was built. It further aimed at performing a probabilistic seismic demand analysis based on the seismic performance of the above-mentioned bridge. Firstly, the uncertainties of bridge parameters were analyzed while a set of finite element model samples were formulated with Latin hypercube sampling method. Secondly, under Wenchuan earthquake ground motions, an incremental dynamic method (IDA) analysis was performed, and the seismic peak responses of bridge components were recorded. Thirdly, the probabilistic seismic demand model for the bridge principal components under the prerequisite of two different kinds of bearing, with and without seismic isolation, was generated. Finally, comparison was drawn to further ascertain the effect of two different kinds of bearings on the fragility components. Based on the reliability theory, results were presented concerning the seismic fragility curves.

Modelling the non-linear behaviour of the pot bearings of railway bridge KW51

2021 ◽  
Author(s):  
Menno Van De Velde ◽  
Kristof Maes ◽  
Geert Lombaert
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Element Model ◽  
Model Parameters ◽  
Railway Bridge ◽  
Digital Twin ◽  
Linear Finite Element ◽  
Non Linear ◽  
First Results ◽  
Linear Behaviour

<p>Railway bridge KW51 in Leuven, Belgium, has been monitored since October 2018 with the aim of constructing a digital twin, i.e. a virtual representation that mimics the behaviour of the actual struc- ture. A linear finite element model of the bridge was updated using measurements carried out on the bridge. The pot bearings of the bridge, however, are found to behave in a non-linear way. This paper describes a methodology to account for this non-linear behaviour in the model, where friction in the bearings is accounted for by means of non-linear Bouc-Wen elements. The first results are presented, showing that the overall non-linear behaviour of the bearings during a train passage is well captured but that further research is needed to calibrate the model parameters.</p>

Stange Overpass: Finite Element Model Updating of an Unconventional Railway Bridge

2021 ◽  
pp. 889-901
Author(s):  
Emrah Erduran ◽  
Kltigin Demirlioglu ◽  
Albert Lau ◽  
Kameran Aziz ◽  
Ian Willoughby ◽  
...  
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Model Updating ◽  
Element Model ◽  
Finite Element Model Updating ◽  
Railway Bridge

scholarly journals A two-stage finite element based method for the study of stiffness and failure load of osteoporotic spines

2021 ◽  
Vol 7 (2) ◽  
pp. 594-596
Author(s):  
Heiner Martin ◽  
Guido Schröder ◽  
Julia Schubert ◽  
Anne Ringel ◽  
Jorid Paulsen ◽  
...  
Keyword(s):  
Finite Element ◽  
Intervertebral Disc ◽  
Finite Element Model ◽  
Failure Load ◽  
Element Model ◽  
Structural Elements ◽  
Step Method ◽  
Detailed Model ◽  
Failure Loads ◽  
Vertebral Bodies

Abstract A two-step method for investigating the stiffnesses and failure loads of vertebral bodies is presented. It is based on the representation of the spine in a global finite element model of structural elements. A detailed model of two interconnected vertebrae and an intervertebral disc was implemented. Calculations on this model are shown which illustrate the dependencies of structural stiffnesses on vertebral body properties. These structural stiffnesses can then be used to represent the spine in the global model.

scholarly journals Some Investigations Performed for the Bridge Over Jiu at Aninoasa

2012 ◽  
Vol 1 (1) ◽  
pp. 50-59
Author(s):  
Ionuţ Radu Răcănel ◽  
Marian Daraban ◽  
Răzvan Stănescu
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Cross Section ◽  
Element Model ◽  
Structural Elements ◽  
Static And Dynamic Analysis ◽  
Time Period ◽  
Vertical Displacements ◽  
The Finite Element Model ◽  
Test Project

Abstract The carrying structure of the bridge over the Jiu River at Aninoasa consists in two parallel concrete arches with variable height of the cross section, sustaining a concrete deck through vertical concrete hangers. In the time period passed since the bridge was erected, some structural elements shown damages. In order to establish the technical state of the bridge, a technical appraisement was performed and according to this, the most exposed elements to the risk of failure are the hangers. The purpose of this paper is to present briefly both, the method used to test the actual bridge carrying capacity in situ and the finite element model developed for the static and dynamic analysis of the structure. In order to estimate the state of the structural elements, two ways were followed. In the first stage, a test project was carried out and in the second stage, a complete 3D finite element model was developed to analyze the bridge structure. The test project has foreseen the loading of the bridge by heavy unloaded trucks, disposed in some positions on the deck and the measurements of the deck and arches displacements. The positions of the trucks were established in order to obtain the maximum values both for arches transverse displacements and vertical displacements of the deck. Using electro-resistive transducers the hangers elongations and strains values on their cross section were also measured. These measured values were compared with those obtained from the numerical calculations performed by using the complete finite element model. By means of the finite element model, also the response of the structure following the dynamic action of vehicles was investigated.

Finite Element Simulation of Tire-Rim Interface

1989 ◽  
Vol 17 (4) ◽  
pp. 305-325 ◽  
Author(s):  
N. T. Tseng ◽  
R. G. Pelle ◽  
J. P. Chang
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Finite Element Simulation ◽  
Contact Pressure ◽  
Element Model ◽  
Experimental Measurements ◽  
Inflation Pressure ◽  
Interference Fit ◽  
Element Simulation ◽  
Rubber Composite

Abstract A finite element model was developed to simulate the tire-rim interface. Elastomers were modeled by nonlinear incompressible elements, whereas plies were simulated by cord-rubber composite elements. Gap elements were used to simulate the opening between tire and rim at zero inflation pressure. This opening closed when the inflation pressure was increased gradually. The predicted distribution of contact pressure at the tire-rim interface agreed very well with the available experimental measurements. Several variations of the tire-rim interference fit were analyzed.

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