Rehabilitation of Müngsten Viaduct, Germany
The Müngsten Viaduct, completed in 1897, ranks among the most important buildings in steel bridge construction in the world today. With a height of 351 ft over the Wupper River, it is Germany's highest railway bridge. The design derives from the Garabit Viaduct, completed in 1884, which is located near Saint-Flour in southern France and was designed by Gustave Eiffel.
DB Netz AG, Produktionsdurchführung Düsseldorf, Germany
DB Engineering & Consulting GmbH, Cologne, Germany
IGS Ingenieure GmbH & Co. KG
IWS Beratende Bauingenieure
|Check of Structural Analysis||
PSP - Professor Sedlacek und Partner, Dortmund, Germany
The bridge connects the two cities Solingen and Remscheid. Approximately 120 years of rail traffic and climatic conditions have led to various damages to the structure. Furthermore, deficits in component design resulted from modified requirements of currently valid standards. Therefore, a rehabilitation of the structure for further usage of at least 30 years was necessary.
The structural reanalysis of the bridge has been performed by IWS Ingenieure. The check of the bridge analysis has been carried out by PSP - Professor Sedlacek and Partner by using RSTAB.
The bridge has a total length of 1525 ft. It consists of an arc construction with a span of 577 ft and trestle bridges on both sides with individual lengths of 98 and 147 ft which are supported on roller bearings on truss pillars.
There is a lane on top designed as open girder grillage and on that there is a two‑tier railway track superstructure.
The calculation for the operation and for the check has been performed on the 3D framework model. The modeling has been carried out in consideration of the detected damages. For example, special attention has been paid to the point of hinge to display limited moving roller bearings close to reality.
In contrast to the original structural analysis, 13 construction load cases have been considered for the first time as well. For example position manipulation of the truss arc. At that time, it was set up in the classic cantilever construction method with a cantilever length of up to 98 ft. The construction stages have a significant influence on the stress condition for the load case self‑weight.
In addition to the usual linearly variable loads from temperature, wind, acceleration/braking and lateral impact, 3 traffic loads (load effect UIC71 etc.) have been applied. The recalculation has been verified and calibrated by, among other things, conducted test runs under load conditions.
Results and Rehabilitation
With the recalculation it was possible to calculate the damages on the structure. In single structural components such as longitudinal and secondary beams of the road, wind bracings and anchorages, the design ratios resulted in partly more than 200 %. This led to the decision that the bridge must be thoroughly reconstructed.
The most serious intervention has been the replacement of the bridge lane which required a complete closure of the railway line. Moreover, it was necessary to reduce the load level. The rehabilitation of the trestle bridges, pillars, foundation elements as well as of the arc can take place during reduced railway operation.
With the decision to rehabilitate the Müngsten Viaduct despite high financial investments, an outstanding steel bridge structure is preserved.
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RF-/PLATE-BUCKLING Add-on Module for RFEM/RSTAB | Plate Buckling Analysis for Plates with or Without Stiffeners According to 1993-1-5
RFEM/RSTAB Add-on Module RF-IMP/RSIMP | Generation of Geometric Replacement Imperfections and Pre-deformed Replacement Structures
Extension of the RF-/STEEL Warping Erosion module | Lateral -torsional buckling analyzes of members according to the second -order theory with 7 degrees of freedom
RFEM/RSTAB add-on module RF-/TOWER effective lengths | Determination of effective lengths of lattice towers
RFEM/RSTAB add-on module RF-MOVE/RSMOVE | Load case generation for members from moving load positions
RFEM/RSTAB add-on module RF-/JOINTS Steel-Column Base | Hinged and restrained column bases according to EC 3
RFEM/RSTAB add-on module RF-/STEEL BS | Design of steel members according to BS 5950 or BS EN 1993-1-1
RFEM add-on module RF-LOAD-HISTORY | Consideration of plastic deformations from previous load conditions
SHAPE-THIN determines the effective cross-sections according to EN 1993-1-3 and EN 1993-1-5 for cold-formed sections. You can optionally check the geometric conditions for the applicability of the standard specified in EN 1993‑1‑3, Section 5.2.
The effects of local plate buckling are considered according to the method of reduced widths and the possible buckling of stiffeners (instability) is considered for stiffened sections according to EN 1993-1-3, Section 5.5.
As an option, you can perform an iterative calculation to optimize the effective cross-section.
You can display the effective cross-sections graphically.
Read more about designing cold-formed sections with SHAPE-THIN and RF-/STEEL Cold-Formed Sections in this technical article: Design of a Thin-Walled, Cold-Formed C-Section According to EN 1993-1-3.
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