Simplified computational methodology for analysis and studies on behaviour of incrementally launched continuous bridges

Sasmal, Saptarshi; Ramanjaneyulu, K.; Srinivas, V.; Gopalakrishnan, S.

doi:10.12989/sem.2004.17.2.245

Cited by 19 publications

(4 citation statements)

References 5 publications

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“…To ensure that the geometric alignment and stress of the steel box girder can be effectively controlled in the process of monitoring, the deviation limits of internal force and deflection under various working conditions are determined as the basis of safety control in the process of construction [22].…”

Section: Monitoring Parameters and Basismentioning

confidence: 99%

Coordinate Monitoring Technology in the Process of Incremental Launching Construction of Curved Steel Box Girder Bridge

Hai-peng

Wang

Guo

2022

Advances in Civil Engineering

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Based on the steel box girder curve incremental launching project of SW ramp bridge in Harbin East Third Ring Road, the geometric alignment and structural internal force of the steel box girder during the incremental launching process were monitored in the whole process. The curve incremental launching coordinate position control method was adopted, and the relevant parameters were modified according to the site construction situation and the initial stress conditions of the girders, and the corrected theoretical value was used as the control and evaluation basis of the monitoring value. The results showed that the original theoretical deflection value was −33.10 mm, the modified theoretical deflection value was −64.10 mm, and the actual monitoring value was −53.20 mm. The modified theoretical value agreed well with the monitoring value, and the error rate between the monitoring value and the theoretical value under each working condition was −17.82%∼14.48%. The geometric alignment and internal force of the steel box girder met the monitoring requirements, ensuring that the steel box girder can meet the design requirements under various working conditions.

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Section: Monitoring Parameters and Basismentioning

confidence: 99%

Coordinate Monitoring Technology in the Process of Incremental Launching Construction of Curved Steel Box Girder Bridge

Hai-peng

Wang

Guo

2022

Advances in Civil Engineering

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“…Because the significance of this construction procedure, public bodies (AASHTO 2007) and researchers all over the word have been interested in providing rules and presenting improvements on this type of bridges (Rosignoli 1997(Rosignoli , 1998(Rosignoli , 1999a(Rosignoli , 1999b(Rosignoli , 2000(Rosignoli , 2002Bouchon et al 1999;Göhler and Pearson 2000;Marzouk et al 2007;Sasmal et al 2004;Sasmal and Ramanjaneyulu 2006;Wang et al 2010;Choi et al 2009). Designing launched bridges requires not only the dimensioning of the bridge deck, that is usually a concrete box, but also the launching nose needs to be defined efficiently as the length of this device influences the distribution of bending moments in the bridge.…”

Section: Figure 2 Examples Of Launching Bridgesmentioning

confidence: 99%

Cost Optimization in Bridge Construction: Application to Launched Bridges

Hernández

Fontán

2014

Structures Congress 2014

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Launched bridges are a usual typology for medium span length up to 100 m approximately. An important device in this construction procedure is the launching nose that is a steel structure located in front of the deck and intended to decrease the bending moments of the cantilever portion of the bridge during launching. The research conducted by the authors on this type of structures was aimed to decrease the amount of material and thus the cost of the bridge. Two different problems were tackled out. First the length of the launching nose was chosen as the objective function with the aim of diminish the bending moment in the bridge. Secondly an optimization problem was defined considering both the length of the launching nose and the internal dimensions of bridge deck as design variables and defining the weight of the bridge and the launching nose as objective function. To make easier for practitioners to deal with this design procedure a graphical interface was written and is also presented.

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“…There are three main research directions concerning incremental launching. The first is the theoretical analysis [7], [8], [9], [10], [11], [12]. Sasmal [7] analysed the stress in a bridge structure during the launch by using the transfer matrix method, and solved the problem of complicated and time-consuming calculation.…”

Section: Introductionmentioning

confidence: 99%

“…The first is the theoretical analysis [7], [8], [9], [10], [11], [12]. Sasmal [7] analysed the stress in a bridge structure during the launch by using the transfer matrix method, and solved the problem of complicated and time-consuming calculation. Sasmal and Ramanjaneyulu [8] proposed a new analysis methodology which can account for the prestressing force and bearing stiffness in the determination of the state of stress in bridge deck sections during incremental launching.…”

Section: Introductionmentioning

confidence: 99%

Analysis of height difference between three trusses of a steel truss bridge during incremental launching

Chen

2018

Stahlbau

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Analyse der Höhendifferenz zwischen drei Fachwerken einer Stahlfachwerkbrücke während des Taktschiebeverfahrens. Das Taktschiebeverfahren ist aufgrund seiner Platz‐, Zeit‐ und Ausführungsvorteile weit verbreitet im Ingenieurbau. Die Brücke über den gelben Fluss in Jinan ist eine doppelstöckige Eisenbahnbrücke aus Stahlfachwerk mit versteiften Tragelementen, die im Taktschiebeverfahren errichtet wird. Ein Höhenunterschied zwischen den drei Hauptfachwerkträgern infolge eines Montagefehlers kann während des Vorschubs zu großen Reaktionskräften an einem oder zwei Gleitschuhen unter den drei Hauptfachwerken führen, da die Brücke sehr schwer ist. Hierbei ist nicht auszuschließen, dass die Belastung der Hauptbrücke und der Traggerüste das zulässige Maß übersteigt und die Brückenkonstruktion Schaden nimmt. Um den Einfluss veränderlicher Höhendifferenzen auf die Belastung der gesamten Brücke einschließlich der Traggerüste zu untersuchen, werden mithilfe einer Finite‐Elemente‐Simulation die globalen und lokalen Belastungen der gesamten Brücke analysiert. Die Ergebnisse zeigen, dass bei einer Höhendifferenz von mehr als +20 mm oder weniger als –30 mm die Spannungen der Traggerüste in der Nähe des Pfeilers die zulässige Belastung während des Vorschubs übersteigen. Die Höhendifferenzwerte der drei Fachwerke müssen daher begrenzt werden, um die Sicherheit der Konstruktion zu gewährleisten. Die Grenzwerte der Höhendifferenz wurden mithilfe eines Finite‐Elemente‐Modells der gesamten Brücke bestätigt. Darüber hinaus liegt im lokalen Finite‐Elemente‐Modell die lokale Konstruktion bei Auftreten der bestätigten Höhendifferenz im Sicherheitsbereich, was die Rationalität der bestätigten Höhendifferenzwerte sicherstellt. Die Ergebnisse der Finite‐Elemente‐Simulation entsprechen in etwa denjenigen einer tatsächlichen Messung während des Vorschubs, und die angemessenen Grenzwerte für die Höhendifferenz zwischen drei Fachwerken liegen bei +15 mm bzw. –25 mm. Bei diesen Grenzwerten handelt es sich um die für das Bauteil vorgesehenen Bauvorgabewerte. Abschließend werden Lösungen zur Verringerung des Einflusses des Höhenunterschiedes aufgezeigt.

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Simplified computational methodology for analysis and studies on behaviour of incrementally launched continuous bridges

Cited by 19 publications

References 5 publications

Coordinate Monitoring Technology in the Process of Incremental Launching Construction of Curved Steel Box Girder Bridge

Coordinate Monitoring Technology in the Process of Incremental Launching Construction of Curved Steel Box Girder Bridge

Cost Optimization in Bridge Construction: Application to Launched Bridges

Analysis of height difference between three trusses of a steel truss bridge during incremental launching

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