Coura and Valença Bridges on Minho Railway line – old structures, updated performance

2019 ◽  
Author(s):  
Miguel Guimarães ◽  
Alberto Teixeira
Keyword(s):  
Continuous Lattice ◽  
Live Load ◽  
Steel Bridge ◽  
Railway Line ◽  
Discrete Reinforcement ◽  
Minho River ◽  
Lane Line ◽  
Speed Restrictions ◽  
Lattice Girder ◽  
Closed Lattice

<p>The pleasant Minho railway single lane line section from Caminha to Valença crosses the Minho river at Valença, through a very interesting and beautiful steel bridge. At Caminha it crosses the river Coura, by an also attractive steel bridge. Both are more than a century old and were refurbished and upgraded in a recent past and had before severe speed restrictions and load limitations:</p><ol><li> <p>Coura bridge: This 1879 iron bridge is a 3 span 164m lower deck continuous closed lattice girder, for a live load of only 4t/m without dynamic effects allowance. It was totally supported by a new continuous steel arch bridge, so both work together, combining in a very elegant construction.</p></li><li> <p>Valença bridge: This double-deck 1886 bridge is a steel 5 span 333m continuous lattice girder. Pathologies like excessive bending on the columns top sections, changing inappropriate bearing and a lock-up system for the braking action resulted in a demanding but discrete reinforcement.</p></li></ol>

Field Determined Live Load Distribution Factors for Modular Press-Brake-Formed Tub Girders

2021 ◽  
pp. 036119812098375
Author(s):  
Karl E. Barth ◽  
Gregory K. Michaelson ◽  
Adam D. Roh ◽  
Robert M. Tennant
Keyword(s):  
West Virginia ◽  
Experimental Testing ◽  
Field Performance ◽  
Live Load ◽  
Steel Bridge ◽  
Testing Procedures ◽  
Bending Capacity ◽  
Short Span ◽  
And Performance ◽  
Live Load Distribution

This paper is focused on the field performance of a modular press-brake-formed tub girder (PBFTG) system in short span bridge applications. The scope of this project to conduct a live load field test on West Virginia State Project no. S322-37-3.29 00, a bridge utilizing PBFTGs located near Ranger, West Virginia. The modular PBFTG is a shallow trapezoidal box girder cold-formed using press-brakes from standard mill plate widths and thicknesses. A technical working group within the Steel Market Development Institute’s Short Span Steel Bridge Alliance, led by the current authors, was charged with the development of this concept. Research of PBFTGs has included analyzing the flexural bending capacity using experimental testing and analytical methods. This paper presents the experimental testing procedures and performance of a composite PBFTG bridge.

scholarly journals Assessment of a steel bridge corrosion degree

2018 ◽  
Vol 49 ◽  
pp. 00098 ◽  
Author(s):  
Jacek Selejdak ◽  
Mariusz Urbański ◽  
Marek Winiarski
Keyword(s):  
Structural Steel ◽  
General Condition ◽  
Load Capacity ◽  
Technical Condition ◽  
Steel Bridge ◽  
Railway Line ◽  
Railway Tracks ◽  
The Subject ◽  
Corrosion Assessment ◽  
National Road

The subject of this analysis is connected with the verification of the load capacity of the span structure taking into account the degree of corrosion of the railway viaduct components located at 41.446 km, on the railway line no. 301 of "Kotlarnia" SA Sand Mine built over the national road DK88 and railway tracks PKP-PLK near T. Kościuszki street in Zabrze The general condition of the structure with regard to the corrosion assessment of structural steel is presented in the paper. Static and strength calculations were carried out to determine the load capacity class, and as a result of the analysis it was found that the technical condition of the facility steel girders is suitable for repair.

Comparative Study of Cyclic and Shake Table Tests for Simple for Dead Load and Continuous for Live Load Steel Bridge System in Seismic Area

2020 ◽  
Vol 2674 (7) ◽  
pp. 233-243
Author(s):  
Amir Sadeghnejad ◽  
Sheharyar Rehmat ◽  
Islam M. Mantawy ◽  
Atorod Azizinamini
Keyword(s):  
Plastic Hinge ◽  
Longitudinal Direction ◽  
System Level ◽  
Live Load ◽  
Shake Table ◽  
Steel Bridge ◽  
Dead Load ◽  
Design Standards ◽  
Component Level ◽  
Bridge System

A new superstructure to pier connection for simple for dead load and continuous for live load (SDCL) steel bridge system in seismic areas was developed. As proof of concept, component level and system level tests were carried out on scale models. The component test was conducted under cyclic loading and the results showed satisfactory performance conforming to design standards. The same detail was incorporated in a system level shake table testing which was subjected to bidirectional earthquake excitations. The results showed that the connection behaved well under high levels of drift and acceleration. The capacity protected elements sustained minimal damage and the plastic hinge was limited to a predefined location in the column. In this paper, a summary of results from both tests is presented and compared. The results showed that the SDCL components remained within the elastic range. It was concluded that the dowel bars in the cap beam are the main load-carrying elements under excitations in the longitudinal direction of the bridge and the provisions of current design codes are adequate for the design of these reinforcing bars. Both test protocols showed similar behavior despite the differences in construction methods and material properties.

Effect of Live-Load Deflections on Steel Bridge Performance

2004 ◽  
Vol 9 (3) ◽  
pp. 259-267 ◽  
Author(s):  
Charles W. Roeder ◽  
Karl E. Barth ◽  
Adam Bergman
Keyword(s):  
Live Load ◽  
Steel Bridge ◽  
Bridge Performance

scholarly journals Numerical Simulation of Hysteretic Live Load Effect in a Soil-Steel Bridge

2014 ◽  
Vol 36 (1) ◽  
pp. 104-110 ◽  
Author(s):  
Maciej Sobótka
Keyword(s):  
Numerical Simulation ◽  
Contact Zone ◽  
Constitutive Relations ◽  
Maximum Shear Stress ◽  
Steel Shell ◽  
Flow Rule ◽  
Live Load ◽  
Steel Bridge ◽  
Load Effect ◽  
Primary Finding

Abstract The paper presents numerical simulation of hysteretic live load effect in a soil-steel bridge. The effect was originally identified experimentally by Machelski [1], [2]. The truck was crossing the bridge one way and the other in the full-scale test performed. At the same time, displacements and stress in the shell were measured. The major conclusion from the research was that the measured quantities formed hysteretic loops. A numerical simulation of that effect is addressed in the present work. The analysis was performed using Flac finite difference code. The methodology of solving the mechanical problems implemented in Flac enables us to solve the problem concerning a sequence of load and non-linear mechanical behaviour of the structure. The numerical model incorporates linear elastic constitutive relations for the soil backfill, for the steel shell and the sheet piles, being a flexible substructure for the shell. Contact zone between the shell and the soil backfill is assumed to reflect elastic-plastic constitutive model. Maximum shear stress in contact zone is limited by the Coulomb condition. The plastic flow rule is described by dilation angle ψ = 0. The obtained results of numerical analysis are in fair agreement with the experimental evidence. The primary finding from the performed simulation is that the slip in the interface can be considered an explanation of the hysteresis occurrence in the charts of displacement and stress in the shell.

Load Combinations for the Evaluation of Redundancy in Steel Bridges

2022 ◽  
pp. 036119812110621
Author(s):  
Francisco Javier Bonachera Martin ◽  
Robert J. Connor
Keyword(s):  
Bridge Engineering ◽  
Live Load ◽  
Steel Bridge ◽  
Bridge Design ◽  
Load Model ◽  
Load Models ◽  
Evaluation Procedures ◽  
Tension Member ◽  
Service Period ◽  
Aashto Lrfd

Over the past decade, there has been considerable interest in the development of quantitative analytical procedures to determine if a primary steel tension member (PSTM) is a fracture critical member (FCM). Traditionally, this designation has most often been arbitrarily determined based simply on the bridge geometry, for example, the number of girders in the cross section, rather than an evaluation of the bridge in the faulted state. Clearly, such a redundancy evaluation must address the loading scenarios concurrent with failure of the PSTM, the likelihood of the member failure, the acceptable probability of load exceeding resistance in the faulted state, and the application of vehicular live load models. This research was conducted to develop a load model and load combinations that are specific to evaluating the performance of a bridge in the event a steel member was to fracture. Specifically, two load combinations were developed to evaluate the strength of a steel bridge, one for the event in which the failure of a PSTM occurs, and another for a post-failure service period. The development adhered to the reliability-based principles and procedures applied in the calculation of load combinations currently used in bridge engineering to facilitate direct implementation and to ensure consistency with current steel bridge design and evaluation procedures contained in the AASHTO LRFD Bridge Design Specifications.

Local Stress Analysis of Orthotropic Steel Bridge Decks in High-Speed Railway

2011 ◽  
Vol 243-249 ◽  
pp. 1659-1663
Author(s):  
Yun Sheng Li ◽  
Yang Tian ◽  
Yan Ling Zhang
Keyword(s):  
High Speed ◽  
Maximum Stress ◽  
Bridge Deck ◽  
Local Stress ◽  
Element Model ◽  
Live Load ◽  
Steel Bridge ◽  
High Speed Railway ◽  
Railway Bridges ◽  
Orthotropic Steel Bridge Deck

Orthotropic decks are commonly used in high-speed railway bridges. Finite-element model is established by ANSYS for orthotropic steel bridge deck in this paper. Taking the standard PDL ZK live load as the train load, the local stress of the rib-to-deck joint, the rib-to-crossbeam joint, and the cut-outs of the crossbeam are analyzed respectively. Analysis results show that the stress concentration of bridge deck mainly appears at the intersecting part of the U-shaped rib, crossbeam, and bridge deck. In the whole bridge deck, the local stress level of the cut-outs in crossbeam is almost the highest, and the cut-outs is distorted seriously; the maximum stress of crossbeam cut-outs is mainly concentrated at the lower arc of the cut-outs, which is one of the positions prone to fatigue failure.

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