A Computational Framework for Risk Assessment of RC Structures Using Indicators

Faber, Michael Havbro; Straub, Daniel; Maes, Marc A.

doi:10.1111/j.1467-8667.2006.00429.x

Cited by 27 publications

(21 citation statements)

References 8 publications

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“…Therefore, the individual Y t,i are also inter-dependent. It was first proposed to model these dependencies through a vector of the common influencing parameters by Faber et al (2006). These parameters are termed hyper-parameters and are denoted by A.…”

Section: Spatial Modellingmentioning

confidence: 99%

A framework for the asset integrity management of large deteriorating concrete structures

Straub

Malioka²,

Faber³

2009

Structure and Infrastructure Engineering

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Many concrete structures can be considered as large parts of engineering systems. For these, realistic modelling of deterioration and the planning of inspection and maintenance activities requires explicit consideration of the interdependencies among the individual elements of the structure. Ageing of the infrastructure has become increasingly recognized by engineers and decision makers as being important, yet relatively few research projects have addressed this topic to date. The present paper provides an overview of the decision problems related to the planning of inspection, monitoring and maintenance activities in large engineering systems. This is followed by the presentation of a model framework for the representation of spatial and temporal variability of deterioration, illustrated by consideration of chloride-induced corrosion of the reinforcement in concrete structures. The framework is computationally highly efficient and facilitates the consistent, quantitative modelling of the risks from deterioration for the entire system at all points in time. Finally, it is demonstrated how the framework can be applied to optimize the planning of inspection and maintenance activities for large concrete structures.

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Section: Spatial Modellingmentioning

confidence: 99%

A framework for the asset integrity management of large deteriorating concrete structures

Straub

Malioka²,

Faber³

2009

Structure and Infrastructure Engineering

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“…[8]. Arbeiten von [9] konnte entnommen werden, dass sich die Betondeckung ab einer Elementgröße von rd. 0,5 m · 0,5 m statistisch unabhängig verhält.…”

Section: Modellkenngrößenunclassified

“…0,5 m · 0,5 m statistisch unabhängig verhält. In Anlehnung daran wurde die Betondeckung gemäß [9] in einem Raster von 0,5 m bestimmt (Bild 2).…”

Section: Modellkenngrößenunclassified

Optimierte Zustandsprognose durch kombinierte Verfahren

Gehlen¹,

Greve‐Dierfeld²

2010

Beton und Stahlbetonbau

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Die große Zahl von korrosionsinduzierten Schäden an Infrastrukturbauwerken und der damit verbundene hohe Kostenaufwand für Instandhaltungsmaßnahmen macht eine Beurteilung der Zuverlässigkeit (Gebrauchstauglichkeit, Tragfähigkeit) solcher Bauwerke für die verbleibende Nutzungszeit immer bedeutender. Am Beispiel einer Tiefgarage wird gezeigt, wie durch Verknüpfung von Bauwerksuntersuchung und vollprobabilistischer Lebensdauerbetrachtung (Zuverlässigkeitsberechnung) eine gezielte und ortsgenaue Beschreibung des Bauwerkszustandes grenzzustandsbezogen erfolgen kann. Durch Kombination beider Elemente (Bauwerksuntersuchung/Zuverlässigkeitsberechnung) können Instandsetzungszeitpunkt und Instandsetzungsumfang entsprechend den örtlichen Bedingungen abgeleitet und eine kosteneffiziente und minimalinvasive Instandsetzungsstrategie erarbeitet werden.Improving the Prediction of Condition State by Combining Different MethodsCorrosion of reinforcement is the primary cause for the structural deterioration of reinforced concrete structures exposed to corrosive/ chloride environments. Corrosion results in high costs for infrastructure maintenance. Thus assessment of existing structures in terms of required structural performance (serviceability and safety performance level) is of increasing importance. Using a car park as an example, it is explained how the time dependent and area related/spatial development of the condition state of the structure are described by means of combining a full‐probabilistic deterioration model with results from condition control. This enables a cost‐optimal maintenance strategy, based on the dependence of the deterioration process on time and location.

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“…Only a few publications consider the updating of the reliability at the structural system level. Therein, the dependence among component deterioration states is modeled either through the correlation among the deterioration limit states [40,22,28] or through a hierarchical model [34,8,32,53,49]. More recently, a number of researchers have considered the planning and optimization of inspection and maintenance actions in structural systems with dependent component deterioration [59,44,43,38].…”

Section: Introductionmentioning

confidence: 99%